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DGT-18-3475Location Address Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 issue Date: 12/07/2018 Parcel Number 860 NE 98TH ST, Miami Shores, FL 33138 1132060142550 Contacts Permlt lUa.: DG'T11-18-3475 Permit Type: Decks/Gazebos/Trellises Work Classification: Pergola Permit Status: Approved Expiration: 06/05/2019 Description: INSTALL ALUMINUM PERGOLA Valuation: $ 41,642.08 Inspection Requests: 305-762-4949jTotalSqFeet: 408.00 Fees NICOLA & GUNTHER MEYER Owner 860 NE 98 ST, MIAMI SHORES, FL 33138 Other: 7865546045 ABSOLUTE ALUMINUM & Contractor CONSTRUCTION CO GARY W BANNAN 133 N MCCALL RD, ENGLEWOOD, FL 34223 Business: 9414977777 50.00 CCF 25.20 Description: INSTALL ALUMINUM PERGOLA Valuation: $ 41,642.08 Inspection Requests: 305-762-4949jTotalSqFeet: 408.00 Fees Amount Application Fee - Other 50.00 CCF 25.20 DBPR Fee 23.99 DCA Fee 15.99 Education Surcharge 8.40 Gazebos, Trellises and Pergolas Fee 300.00 Permit Fee 1,199.26 Planning and Zoning Review Fee 35.00 Scanning Fee 9.00 Structural Review ($45) 45.00 Technology Fee 39.98 Total: 1,751.82 Payments Date Paid Amt Paid Total Fees 1,751.82 Credit Card 12/07/2018 1,701.82 Check # 11250 11/16/2018 50.00 Amount Due: 0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is ac and that all work will be do n compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above n ed contractor to d 49 work stat Authorized Signature: Owner / Applicant / Contractor / / A t Date December 07, 2018 Page 2 of 2 Q) Miami Shores Village RECEIVED Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 NOV 16 1018 Tel: (305) 795-2204 Fax: (305) 756-8972 OA tiINSPECTIONLINEPHONENUMBER: (305) 762-4949 ti BUILDING PERMIT APPLICATION EeILDING ELECTRIC ROOFING FBC 201 Master Permit No. ZC T 1 !3 REVISION Sub Permit No. PLUMBING MECHANICAL [-]PUBLIC WORKS CHANGE OF CONTRACTOR EXTENSION RENEWAL CANCELLATION SHOP DRAWINGS JOB ADDRESS: &CO L- Qe) City: Miami Shores County: Miami Dade Zip: a;_ Folio/Parcel#: i 1Is the Building Historically Designated: Yes NO - Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):G- M C' Phone#: Address: k 1 1 - t City: ` \Cluck State: 'Zip: Tenant/Lessee Name: Email Phone#: CONTRACTOR: Company Name: ALV'-Wlyx ir, -F (fc;C)• (fn Phone#: cf Lo 1 EGC1- 8 Address`:: Q 7L) J City: State: Zip: Qualifier Name:Phone#: State Certification or Registration M `: - Cj C Certificate of Competency #: DESIGNER: Architect/Engineer: \ Ln n Phone#:CU\-wn1i Zq Address: k\ City: State_ zip:. Value of Work for this Permit: $, AkkdAl. ©Square/Linear Footage of Work: "1 ()TN Type of Work: Addition Alteration ®' New Repair/Replace Demolition Description of Work: Specify color of color thru the: Submittal Fee $ Permit Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ Revised02/24/2014) Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ GZ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicabie`t Mortgage Lender's Adares City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature JA_ f -A OWNER or A NT The foregoing instrument was acknowledged before me this 2-2-- day ofC , 20 i ck by who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Seal:r v VILMA PIZARROr"ji State of Florida -Notary Publi Commission # GG 190324 O: My Commission Expires sit 0i My Commission Expires February 26, 2022 February 26.-2022 APPROVED BY Revised02/24/2014) as Signature10, CONTRACTOR The foregoing instrument was acknowledged before me this n ? day of _ , 20 kR by l —aiyT <c- who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Print: VILMA PIZARRO Seal: : `A State of Florida -Notary Public Commission # GG 190324 sit 0i My Commission Expires February 26, 2022 IPlansExaminer1 Zoning Structural Review Clerk 5b STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM APPLICATION FOR CONSTRUCTION PERMIT PERMIT NO. DATE PAID: FEE PAID: RECEIPT #: APPLICATION FOR: New System [ ] Existing System [ ] Holding Tank [ ] Innovative Repair [ ] Abandonment [ ] Temporary [ ] APPLICANT: &M .-' tyjZ0b'4 kF-(16K AGENT: p ` , TELEPHONE: MAILING ADDRESS: (2l{<) k-i C C% ''f ?i L3 S TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. SYSTEMS MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3)(m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S RESPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. PROPERTY INFORMATION LOT: BLOCK: SUBDIVISION: HAJ41 5A4Lfs SEC :z PLATTED: PROPERTY ID #: ZONING: I/M OR EQUIVALENT: [ Y / N ] PROPERTY SIZE: ACRES WATER SUPPLY: [ ] PRIVATE PUBLIC [ ]<=2000GPD [ ]>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ Y/ N j DISTANCE TO SEWER: FT PROPERTY ADDRESS: $Gp kip- q$ Ima I }1 IAM S HOMSa F- 3313'8 DIRECTIONS TO PROPERTY: BUILDING INFORMATION Unit Type of No Establishment RESIDENTIAL [ ] COMMERCIAL No. of Building Commercial/Institutional System Design Bedrooms Area Sqft Table 1, Chapter 64E-6, FAC 1 2 3 4 Floor/Equipment Drains [ ] Other (Specify) pJ SIGNATURE: txtf-QQ^^ DATE: 7J2g1 DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated 64E-6.001, FAC Page 1 of 4 Misslow Pick Scott Irafnot , np,,cve f -.e -e ln iP Frv,ea thnugh !,sgm"' f-AlleSte Philip, MD, MPHREAUM VislOft: `-0 ^e n,8 4eaWest Stats WELL 11:0pkli A pian or plat of the lot or total site ,Wnership drawn to sea!;-, showing boundaries with dimens"olls, ocations of anyI exiSting or proposed resideaccE or buildinp, SVPtT111n1nLr poolS. -,m;Orded O14 0r` -Si --.e. sewaSe remm ent anj,disposaj sysle-j- COMT)Onents and their location otj e properl. me slopc: of the property and any existing or rro-n-',',std wells_ oiahle and "On-potabie water -nci_ mcludin,-, valves, drainage features, filec` are,js, 1e;,o.,.stTkjcjed a; Theea't;. aw -' surfb" wa?cr hc-)1mls. . , sj,., plan' shaliindicatethe ;()COIiov f wells. cri-site selvage trtatmenr and isjxrsal ws!ems. STIT"'ace wa*f-rs ani' Otherpertmentfacilitiesorfeaturesoncontiguoui or adjacent pro-ocr-,y. Tf-,' kr- t,, he featur,s are within 75 feet oftheapplicant 1 1, 11C estimated !o the Jealure must also b shown ',)Ln need not he drawn to scale. The Oc,'ltion of any public drinking Nva*er welt as defined in Chapxr 64E.-6.0,12(441){17}. within 200 feet oftheapplicant's lc t shall also be shown, with the distance- ind'icalled !i-om the sN stern io the and djelocationoflimitedusemiKliewater33,5mm or other public e.mcd in C a- fi -mcr 541-- s d, 6.002(A41(b), tviillin 100 fee- of the applicant lo, must also u -shown., or as defined in Chapter 64F.- 6. 0 1 0 . 2( 1441) Wt wiThir, 75 feet Irom a -OrIvatt: potable b%aler tiir it i.VVe-'1 ;Ise(! on't, t-, tin:. or -m.-c C-l"lapter 24- i2'! 8) NlAftmi-Davie Couniv C.)dc: k I The rninimwn separation Mwetri a wcli cr wells and possibie sources of contamination sh,,111 bc & function of the drawdown radius of influence of the well or wells_ In no case shall the veli be joc jt(:dlessthanonehundred000) horizontal feet from any source of have read the abo\'e and rc, tve,, I have -.Drovided the "Vith fil!] infomiation regarding pertinent 1`u-';lit;''y ani featur, s cn all adiia-,ent propertics. Furthmmorc% understand that anv Oil sire Se"'N'We t%*atl-nz-rlt and disrosal sy.,te.m pennit i-med on the basi- it Fidfcilkiesandfeatureasprovided .-,\'me and found to be incorrect will be. sub jcv to rcvox-ion illaccordancexviththeprovisionsc)hapter 120, Florida Statutes. ' cC Propert Address: 960 1V6 ST AfAoftv1Y Date /0 Signatur,-: Florida Department of HL -alto,. Dv sio,. 0. Ervir:-rnen! tIcavi, an,--, Erg*,,&jirgt -4a 'r -0a Qc ,r Accredited Health Department Public Hexh.Ancrec kxion BoardiCNE: X51E 2-1-3,1CC FAX FioridaHealth.gov a AUTHORIZATION LEJ'J'Et of MianniN, County Bu'Uni) jt1d inpcction C'emF.- 1805 S%V ^26 St,—,et Vfla'Tli, Fi 33175 Ref. Permit 0: Address: qev hi 1ia_c ..... _..._. ____ 33139 City Zir, (:ode roperty ID Nc.: Legai Dewription: I. 6wtir l_C y Property D%vr.ors fL!jj t,,£ MIC, lual represeniat;,w in representation of As: owners or Dosition inic) I-lereby aurhnri;,e: 3ro"W-,tv owners 1, cval;v auttiorixed i,gent or torn pany naIIM-:-j--------- To provess, ane obwir, -,h; Septic <,VStern Permit for This property !c%caTed at the al,,,--refercn,ed s -Re. 7f 1 - j Pricing includes all materials, labor, permit engineering for the specifications above. Elecrical work is not included unless indicated 9/4/2018 Prepared By: A R C C -)OG Living LLC. (954) 446-9013 U G Scott Zuckerman / John Wohlford 954)673-8183/(954)444-9390 Gunther & Nicola Meyer Gunther & Nicola Meyer 3.05-926-7274 860 NE 98 street Miami Shores FI 33138 Design_ Specification Patio Pergola s Coverage Area: 2)12x1$Zones 408 Scl Ft +/- Zones: 2 Beam Spec: 2x8 Color Bronze 6x6 Posts 3 Color Bronze Post Height: 11.5 A6 Louvers fully extruded/interlocking Color Bronze Footers Included 3 PPC premium finish - Extruded internal gutter system 3600 per zone Y Operating System & Sensors Smart Motors: 2 iLouverTm Smart Motors Wall Mount Control: 1 Stainless push button manual control Rain Sensor: 1 Automatically closes roof Wind Sensor: 1 Automatically opens roof LightingYPackage Can Light Tracks: 0 Tracks for Lights and Fans Fan/Light Beam: 2 Tracks for Lights and Fans Outdoor Fans: 2 Wet rated fan LED Can Lights: 4 LED wet rated, dimmable lights - 4.24" LED Strip Lights (FT): 0 LED wet rated, strip lighting Add-On's Included Electrical work YES Super Gutter LF 40 Corbel Ends EA 0 Cornish Trim LF 0 Angled Zones EA 0 Cap and Base for post EA 0 Crane to lift materials 0 Arcadia Clean 0 Arcadia Care Extended Warrantee 0 Arcadia System Installed: 41,642.08 41,642.08 Pricing includes all materials, labor, permit engineering for the specifications above. Elecrical work is not included unless indicated CGC #1515805 11eA A F2 C la fl I A Project Agreement 9/4/2018 Project Name: Patio Pergola Project Address: 860 NE 98 street Miami Shores FI 33138 Project Contact: Gunther & Nicola Meyer E-mail gunther@travelbybususa.com Phone: 305-926-7274 Owner Info_rm_a_ntion Owner Name: Gunther & Nicola Meyer Billing Address: 860 NE 98 street Miami Shores FI 33138 Owner Contact: Gunther & Nicola Meyer E-mail gunther@travelbybususa.com Phone: 305-926-7274 Price & Terms MATERIAL & LABOR 40,042.08 10% DEPOST AT 4,164.21EXECUTION ENGINEERING 1,000.00 40% DRAW AT FIELD 16,656.83MEASURE PERMITTING 600.00 40% DRAW AT 16,656.83COMMENCMENT 10% BALANCE AT PROJECT TOTAL 41,642.08 SUBSTANTIAL 4,164.21 COMPLETION Proudly serving the State of Florida since 1988 Contractor License Numbers: RX 00611300 and CGC 1515805 Optional Upgrades - Not included in price or contract) Add an Outdoor Cooling System I Turbocool System with mist 1 $0.00 1 $0.00 or Tri -Fan System with mist $0.00 $0.00 or 18' Oscilating Fan with mist $0.0-0---T $0.00 Add Retractable Screens Units Per Month Retractable Screens 0 $0.00 $0.00 Electrical work to be performed Power run from panel - FEET 25 Fan 2 Lights 4 110V Outlet 0 Fan/Light Wall Switch 1 Other work to be performed / Notes NONE This agreement is between the Owner and Absolute Aluminum (hereinafter referred to as "Contractor"), who is an Authorized Deal- er for Arcadia in the state of Florida. 1. Project. Contractor shall provide all labor and materials to construct the improvements in accordance with the details in the Scope of Work. This scope details the size and specifications of the project to be installed by Contractor at the project address. 2. Contract Documents. In addition to this Contract, the Contract Documents include the details of improvements, any other addendums, any subsequent change orders, and written instruction received by Contractor from Owner regarding the Project. This Contract shall prevail over any inconsistent provision in the details. In addition to the Contract, the Contract Documents include the details of improvement, any other Addenda, any subsequent change orders. The Contract Documents are the entire agreement between the parties and shall be changed only as provided in this Contract. The Contract Documents shall be governed by Florida law, and shall not be construed for or against either party, regardless ofwho wrote them. if part of the Contract Documents is adjudged invalid, no other part is affected. This agreement supersedes all previous oral and written agreements and/or discussions. When it is signed by Owner and Contractor it becomes a binding contract. 3. Contract Price and Terms. Owner shall pay Contractor for the performance of the work agreed by the parties as specified in the draw schedule indicated in the terms. 4. Change Orders. Any changes to the original specifications shall be represented by a written change order signed by Owner and Contractor. Should the change order increase the contract price, Owner agrees to pay the difference above the contract amount at the time of the change order. Any change orders that decrease the contract amount will be reflected in the final balance due on the final payment. Change orders may affect your installation schedule date and a new tentative installation date will be reflected on your change order. Once the change order is processed all changes indicated will be final. 5. Warranty and Disclaimer. Owner understands that the Arcadia system was engineered per section 3105.5.1 of the Florida Building Code. Rigid awnings and canopy shutters, louvered blades shall be repositioned to the vertical open position during periods of high wind velocity. Contractor warrants to Owner that all materials and equipment incorporated in the Work will be new unless otherwise specified and that all Work will be of good quality, free from faults and defects, and in conformance with the Contract documents, including, but not limited to, the specifications, and all applicable building code requirements. Contractor further warrants that it will comply with all application and other requirements of each manufacturer, producer or supplier of mate- rials and will ensure that any inspections or other requirements of a manufacturer producer or suppler for a warranty of materials take place. Contractor shall provide a written warranty for specifying the terms of Coverage for materials and labor against defects of workmanship. This warranty shall begin from the date of the final payment under this Contract. 6. Disputes. After complying with the foregoing, if a dispute arises Contractor shall have the right to cure any construction defects alleged by Owner be- fore Owner may commence any available action or remedy against Contractor. As a result, the following notice if provided. CHAPTER 558: FLORIDA STATUTES, CONTAINS IMPORTANT REQUIREMENTS YOU MUST FOLLOW BEFORE YOU MAY BRING ANY LEGAL ACTION FOR AN ALLEGED CONSTRUCTION DEFECT. SIXTY DAYS BEFORE YOU BRING ANY LEGAL ACTION, YOU MUST DELIVER TO THE OTHER PARTY TO THIS CONTRACT A WRITTEN NOTICE, REFERRING TO CHAPTER 558, OF ANY CON- STRUCTION CONDITIONS YOU ALLEGE ARE DEFECTIVE AND PROVIDE SUCH PERSON THE OPPORTUNITY TO INSPECT THE ALLEGED CONSTRUCTION DEFECTS AND TO CONSIDER MAKING AN OFFER TO REPAIR OR PAY FOR THE ALLEGED CON- STRUCTION DEFECTS. YOU ARE NOT OBLIGATED TO ACCEPT ANY OFFER WHICH MAY BE MADE. THERE ARE STRICT DEAD- LINES AND PROCEDURES UNDER THIS FLORIDA LAW WHICH MUST BE MET AND FOLLOWED TO PROTECT YOUR INTERESTS After complying with the foregoing, if a dispute arises and the dispute cannot be settled through direct settlement discussions, the parties agree to engage in mediation prior to the commencement of any other legal proceedings. 7. Mediation. Any claim arising out of or related to the Contract, except claims relating to aesthetic effect shall be subject to mediation as a condition precedent to institution or legal or equitable proceedings by either party in accordance with the Florida Mediation statute. However, any action to enforce or defend against lien claims shall not be subject to mediation as a condition precedent to legal or equitable proceedings. The parties shall endeavor to resolve their claims by mediation which, unless the parties mutually agree otherwise, shall be in accordance with the Florida mediation statute. The parties shall share the mediator's fee and any filing fees equally. The mediation shall be held in Sar- asota County, Florida. Agreements reached in mediation shall be enforceable as settlement agreements in any court having jurisdiction thereof. In the event mediation is not successful, the parties agree that venue for any action arising out of this Contract shall lie solely in Sarasota County, Florida. The prevailing party in any such action shall be entitled to recover reasonable attorney's fees, court costs and expert wit- ness fees from the non -prevailing party. S. Insurance. CONTRACTOR General Aggregate Limit $2,000,000 Personal Injury Limit: $1,000,000 Medical Expense Limit: $10,000 UMBRELLA LIABILITY: $1,000,000 9. Hold Harmless and Indemnification. Products and Completed $2,000,000 Each Occurrence Limit: $1,000,000 Fire Damage Limit: $100,000 WORKER'S COMP: ($100,000/$500,000/$1,000,000) To the fullest extent permitted by law, the Contractor shall indemnify and hold harmless the Owner, its agents and employees from and against all claims, damages, losses and expenses, including by not limited to attorneys' fees arising out of or resulting from the perfor- mance of the Work, provided that any such claim, damage, loss of expense (1) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the Work itself) including the loss of use resulting therefrom, and (2) is caused in whole or in part by any negligent act or omission of the Contractor, any Subcontractor, any Sub -Subcontractor, any material or equipment supplier, anyone directly or indirectly employed by any of them. 10. Home Owners Association Approval. Contractor shall not be held accountable or liable for any Owner failing to obtain a Homeowners Association Approvals (HOA) for the work specified herein. If requested by Owner, Contractor will help provide the Owner the necessary materials, drawings and/or can agree to attend a HOA meeting to help the Owner obtain an approval. Contractor is not responsible for any costs incurred as a result of Owners failure to get an HOA approval for their project. 11. Liens. Contractor will save and keep the building or buildings referred to in this Contract, and the lands upon which they are situated, free from all liens under Chapter 713, Florida Statues, and all other liens by reason of its work, the work of any subcontractors, or any materials or other things used by it therein. If Contractor fails to remove such lien(s) by bonding it or otherwise, Owner may retain sufficient funds out of any money due or thereafter to become due by Owner to Contractor to pay the same and to pay all costs incurred by reason thereof, including reasonable attomeys' fees and the cost of any lien bonds that Owner may elect to obtain, and Owner may pay said lien or liens and cost of any funds which are or which become due to Contractor and which are at any time in the possession of Owner. Invoices shall be accom- panied with a detailed breakdown of the allocation of the amount required, together with copies of lien releases. MANDATORY LIEN DISCLOSURE PURSUANT TO FLORIDA STATUTE 713.015 ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001.713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND SERVICES AND ARE NOT PAID IN FULL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIM IS KNOWN AS A CONSTRUCTION LIEN. IF YOUR CON- TRACTOR OR A SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB -SUBCONTRACTORS, OR MATERIAL SUPPLIERS, THOSE THE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE ALREADY PAID YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR OTHER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. TO PROTECT YOURSELF, YOU SHOULD STIPULATE IN THIS CONTRACT THAT BEFORE ANY PAYMENT IS MADE, YOUR CON- TRACTOR IS REQUIRED TO PROVIDE YOU WITH A WRITTEN RELEASE OF LIEN FROM ANY PERSON OR COMPANY THAT HAS PROVIDED TO YOU A'NOTICE TO OWNER' FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX, AND IT IS RECOMMENDED THAT YOU CONSULT AN ATTORNEY. 12. Waiver. This contract constitutes the entire agreement between the parties hereto. No change or modification of this Contract shall be valid unless in writing and signed by all parties hereto. No waiver of any provisions of this Contract shall be valid unless in writing and signed by the party against whom it is sought to be enforced. Further, the provisions, conditions, terms, and covenants herein contained shall bind, and the benefits and advantages shall inure, to the respective successors, assigns, trustees, receivers, and personal representatives of the parties hereto. No failure of Owner or Contractor to exercise any power or right given hereunder or to insist upon strict compliance by Owner or Contractor with any of its obligations hereunder, and no custom or practice of the parties at variance with the terms of this Con- tract, shall constitute a waiver of variation of Owner's or Contractor's rights to demand exact compliance with the terms hereof. 13. Alterations. No alterations shall be made in the Work as shown or described in the drawings or specifications as modified by applicable ordinances, requirements, laws, rules and regulations as set forth herein, except on the written authorization of Owner, and when so made, the value of the Work or materials added or omitted and any extension or deduction from the time of completion necessitated thereby shall be comput- ed and determined by Contractor, subject to the written approval and acceptance by Owner, and the amount so determined shall be added to (if the Contractor has not previously agreed to perform the additional Work under the terms of the Contract) or deducted from the Con- tract price or prices and time of completion. Contractor shall have no claim for the cost of additional Work unless such Work and the cost of expenses thereof is stated on the face of a written change order and approved and accepted by Owner on such written change order. Change orders concerning the scope of the work shall be approved or disapproved, as the case may be by the Owner within ten (10) busi- ness days after the date of the submission of a proposed change order to the Owner's designated representative. Contractor shall be granted an extension of the time for completion equal to the number of days exceeding ten (10) days between the date of submission of a proposed change order and the Owner's written notification to Contractor of its approval or disapproval of the proposed change order. 14. Clean Up: Contractor shall cause no waste to the Owner's property or adjoining property in the performance of this Contract and shall keep the prem- ises in a neat, clean, and organized manner as required by the specifications. At the completion of the Work, it shall remove all its waste materials and rubbish from and about the Project, as well as it tools, construction equipment, machinery, and surplus materials and return all affected areas of the property to a broom clean condition. Execution: v Owner Print Name Absolute Aluminum Reoresentatixe U/L, 64 j Owner Signature yAj 1_//S -- Date ntative or Xnsh-z Date 11/16/2018 Property Search Application - Miami -Dade County OFFICE OF THE PROPERTY APPRAISERs Summary Report Property Information Folio: 11-3206-014-2550 Property Address: 860 NE 98 ST Miami Shores, FL 33138-2533 Owner GUNTHER MEYER &W NICOLA Mailing Address 860 NE 98 ST MIAMI SHORES, FL 33138-2533 PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/3/0 Floors 1 Living Units 1 Actual Area Sq. Ft Living Area Sq.Ft Adjusted Area 3,985 Sq. Ft Lot Size Year Built 18,000 Sq.Ft 1951 Assessment Information Year 2018 2017 2016 Land Value 539,727 539,727 468,457 Building Value 343,689 346,855 350,021 XF Value 56,838 57,455 58,072 Market Value 940,254 944,037 876,550 Assessed Value 654,761 641,294 628,104 Benefits Information Benefit Type 2018 2017 2016 Save Our Homes Assessment 285,493 302,743 248,446 Cap Reduction 578,104 School Board Exemption Value Homestead Exemption 25,000 25,000 25,000 Second Homestead Exemption 25,000 25,000 25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 3 PB 10-37 W1/2 OF LOT 4 & ALL OF LOTS 5 & 6 & E35FT OF LOT 7 BLK 73 LOT SIZE IRREGULAR OR 24274-1671 02 2006 1 Generated On : 11/16/2018 Taxable Value Information Previous 2018 2017 2016 County Exemption Value 50,000 50,000 50,000 Taxable Value 604,761 591,294 578,104 School Board Exemption Value 25,000 25,000 25,000 Taxable Value 629,761 616,294 603,104 City Exemption Value 50,000 50,000 50,000 Taxable Value 604,761 591,294 578,104 Regional Exemption Value 1 $50,000 $50,000 50,000 Taxable Value 1 $604,761 $591,294 578,104 Sales Information Previous Price O R Book- Qualification Description Sale Page 08/01/2007 1,100,000 25890 Sales which are qualified 2901 02/01/2006 899,000 24274 Sales which are qualified 1671 11/01/2004 721,000 22849 Sales which are qualified 3045 00000- Sales which are disqualified as a result of 01/01/2002 0 00000 1 examination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version MEYER RESIDENCE CANOPY 860 NE 98TH STREET MIAMI SHORES, FL 33138 DEG File: 182590 October 22, 2018 4EDDE STEFANO ENGINEERING GROUP, PL 341 Interstate Blvd., Sarasota FL 34240 Certificate of Authorization : 27383 c""'""_--- Ph. (941) 371-1724 • Fax: (941) 847-0870STRUCTURALREVfv - __ i ,q!kD@De StefanoEngineering.com Web: ww.DeStefanoEngineering.com APPROVEp DATE t 000000 0000 as 0 MEYER RESIDENCE CANOPY 860 NE 98TH STREET MIAMI SHORES, FL 33138 DEG File: 182590 October 22, 2018 4EDDE STEFANO ENGINEERING GROUP, PL 341 Interstate Blvd., Sarasota FL 34240 Certificate of Authorization : 27383 c""'""_--- Ph. (941) 371-1724 • Fax: (941) 847-0870STRUCTURALREVfv - __ i ,q!kD@De StefanoEngineering.com Web: ww.DeStefanoEngineering.com APPROVEp DATE t TABLE OF CONTENTS Meyer Residence Awning 860 NE 981h Street Miami Shores, FL 33138 Florida Building Code 2017 — 61h Edition, Chapter 16 Index Sheet signed and sealed in accordance with F.A.C. 61 G15-23 & Chapter 471 F.S. Meyer Residence October 22, 2018 Q ) DE STEFANO ENGfNEERING GROUP, PL By: Mark A. de Stefano, PE #61657 De Stefano Engineering Group, PL 341 Interstate Blvd., Sarasota, FL 34240 Certificate of Authorization # 27383 DEG File: 182590 October 22, 2018 Index of Calculations AT Wind MST;"; 2 Page EnclosOre Clagsifi*tion 1 Page 110 fosoft Excel ASCE 7-16 Wind Load Calculations 1 Page Microsoft Excel Structural Calculations 15 Pages STAAD Pro Louver Calculations 1 Page Mathcad Base Plates 5 Pages Simpson Strong Tie Anchor Designer Column Base Fastening 1 Page Microsoft Excel Foundation Design 1 Page Microsoft Excel STFF Digitally signed by MARK A DESTEFANOP 9jL DN: c=US, o=DESTEFANO ENGINEERING GROUP PL, ou=DESTEFANOENGINEERINGQ CE F GROUP PL, cn=MARK ADESTEFANO, N 1 0.9.2342.19200300.100.1.1=A01097C00000 15F936C53BF0000250C Reason: This document has been digitally A E OF sealed. Printed copies of this document are not considered signed and sealed and the JO FZOR SOP SHAauthorization code must be verifiedon any electronic copies. SS/ONM- Date: 2018.10.22 16:24:25 -04'00' Adobe Acrobat version: 2019.008.20080 Meyer Residence October 22, 2018 Q ) DE STEFANO ENGfNEERING GROUP, PL A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback LN"M Hazards by Location Search Information Address: 860 NE 98th St, Miami Shores, FL 33138, USA Coordinates: 25.8654458,-80.18024839999998 Timestamp: 2018-09-20T19:47:01.668Z Hazard Type: Wind ASCE 7-16 RI 10 -Year _..._ 90 mphl MRI25 -Year __-- ........- --------------------------------------------- ------------------- -- w...-.-. 113 mph MRI50 -Year ------------------------------------------- ' ----------------------- 129 mph MRI 100 -Year -------------------------- ------------------------- A 139 mph You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high water line. Map Results:*00:0 Risk Category l _._ _ _. A 157 mph You are in a wind-borne debris region. Risk Category 11 _ _ 0000.• Risk Category III .---__ I --------- -._ _ ______ ________- _ A 181 mph s v^ae Golden Glades Li 0 • • 0 A6a.m, _avers Haubver Park Miaml-0pa Opnl'h t -a 000000 r: 00600 L.ocka aJs. Erecihve Airport North Miami Bal Harbour 0000 0 0 Amelia J Earhan Park y'P."O'ie,v Bis " "8ft -irk 0000 0000• Surfside T 00.00• 0000 0.0•• liardt`^Y MiamiShores p1f 000 • • Hialeah WeieWestLm 000000 Ri nzr Ft Prmat rcKaleaaPaA Racing b Gas.x 7 u; Nolan Bay Y,tlage C4tT H•• i AF0iyry i € Gladevrew 0• • Text Results ASCE 7-16 RI 10 -Year _..._ 90 mphl MRI25 -Year __-- ........- --------------------------------------------- ------------------- -- w...-.-. 113 mph MRI50 -Year ------------------------------------------- ' ----------------------- 129 mph MRI 100 -Year -------------------------- ------------------------- A 139 mph You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high water line. Risk Category l _._ _ _. A 157 mph You are in a wind-borne debris region. Risk Category 11 _ _ A 169 mph You are in a wind-borne debris region. Risk Category III .---__ I --------- -._ _ ______ ________- _ A 181 mph ifthe structure under consideration is a healthcarefacility, you are in a wind-borne debris region. If other occupancy.. use the Risk Category II basic wind speed contours to determine if you are in a wind-borne debris region. RiskCategory IV ---------------------------------------- --------- ---------------------------- -------------------------- A 189 mph You are in a wind-borne debris region. ASCE 7-10 MRI 10 -Year MRI25-Year ..... ...... __ -------------- -------------- MRI 50 -Year _.._- -__ .-_-_- _... ,. _. _ . ._. _ MRI 100 -Year _ _ _ You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high water line. Risk Category I _______________ You are in a wind-borne debris region. RiskCategory 11 ___-._ .__------------------------ _--------------------------------------------- ---__. _ 90 mph 113 mph 129 mph A 139 mph A 157 mph A 169 mph You are in a wind-borne debris region. Risk Category III-IV .,,.....w.. _ _. __..... _ .,.,m... A 181 mph If the structure under consideration is a healthcare facility, you are in a wind-borne debris region. If other occupancy, use the Risk Category II basic wind speed contours to determine if you are in a wind-borne debris region. ASCE 7-05 ASCE 7-05 wind Speed ___ A 145 mph You are in a wind-borne debris region. The resultgindicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users st* f&dbMR any output obtained from this tool with the localAuthority Having Jurisdiction before proceeding with design. Disclaig ar• • •; • • • Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last00000 contour should use the last v" spkcdContour ofthe coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a nd spe d that is sli her. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to roundinh{I a Gh Yh1g q 9 9 9 which may4sffestw4iether or not it is considered to be within a wind-borne debris region. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy?h: $2t%rial preseDt9li:Mereport should not be used or relied upon for any specific application without competent examination and verification of its accuracysuit4iyty and applic bjlity ryengineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent rofessionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals'in interpreting 9 plyirtg the results ofthe report provided by this website. Users ofthe information from this website assume all liability arising from such yse. Usenof the ouput of thissvebsite does not imply approval by the governing building code bodies responsible for building code approval and interpretffiiari &the building site described by latitude/longitude location in the report. Ao> 1.1Aoi NO A. < the lesser of 0.01Ag or 4 sf NO Ao> the lesser of 0.01A9 or 4 sf YES Aoi/Agi <_ 0.2 NO Aoi/Agi <_ 0.2 NO Open:NO Partially Open: YES Each wall is at least 80% Open NO A building that does not comply with Enclosed, Partially Enclosed, or Open classifications Meyer 10/2212018 DE STEFANO 1 of 1 QD ENGlNEEMNG GROUP, PL 0000.. 0000.. ENCLOSURE CLASSIFICATION PER ASCE 7-16, TABLE 26.13-1 (FOR 4 -SIDED RECTANGULAR LOUVEMD AWNINO$J, 0 Meyer 000:00 0 0.000. 0000.. Long Dimension: 36 ft considered "front/back") 000000 0• Short Dimension: 12 ft considered "sides") 0%69: 0 0 0. 0: 000 Height: 12 ft 0.0.0 0 of roof open: 70 % No. of sides open: 2 Awning is classified as: Partially Ope _• 00 0:. 0 No. of front/back open: 1 Ag = Ao = 432 ft area of front = area of back) Aside = 144 ft Aroof = 432 ft3 gross area) Aa; = 590.4 ftz Agi = 1152 ft' Partially Enclosed:NO Enclosed: NO Ao> 1.1Aoi NO A. < the lesser of 0.01Ag or 4 sf NO Ao> the lesser of 0.01A9 or 4 sf YES Aoi/Agi <_ 0.2 NO Aoi/Agi <_ 0.2 NO Open:NO Partially Open: YES Each wall is at least 80% Open NO A building that does not comply with Enclosed, Partially Enclosed, or Open classifications Meyer 10/2212018 DE STEFANO 1 of 1 QD ENGlNEEMNG GROUP, PL 68.65 qh Velocity Pressure 12 Mean Roof height (ft) 1.03 Kz, exposure factor 1.00 Kzt 0.85 Kd 0.0 Angle of roof, deg 3.0 End zone width, ft MWFRS Wind Load for Transverse Direction 0.000. Surface 0000.. ASCE•? 2016 MWERS_.' Surface 0:000. Meydr *00i 0000.. w/-GCpf) w/+GCpf) ategory 0.40 Jj• Basic wind speed, mpt zg = 700 0 S, Exposure (B, C, D) a= 11.5 P.Voofslope /12 0.00 DEG 12 J4. Midge Height 0.69 J. have height, ft Zone 3 12 hteast plan dimension, ft 37.76 NetiallyOpen Puilding Type 37.76 J, toad Factor GCp 0.18 -0.18 Zone 4 Zone 5 100 percent Solid Cp 0.8 0.8 68.65 qh Velocity Pressure 12 Mean Roof height (ft) 1.03 Kz, exposure factor 1.00 Kzt 0.85 Kd 0.0 Angle of roof, deg 3.0 End zone width, ft MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal Direction Surface GCpf p = Net Pressures (psf) Surface GCpf p = Net Pressures (psf) w/+GCpf) w/-GCpf) w/+GCpf) w/-GCpf) Zone 1 0.40 15.10 39.82 Zone 1 0.45 43.25 39.82 Zone 2 0.69 59.73 35.01 Zone 2 0.69 59.73 35.01 Zone 3 0.37 37.76 13.04 Zone 3 0.37 37.76 13.04 Zone 4 Zone 5 0.29 32.27 7.55 Zone 4 Zone 5 0.45 43.25 7.55 0.40 15.10 39.82 0.40 15.10 39.82 Zone 6 0.29 32.27 7.55 Zone 6 0.29 32.27 7.55 Zone 1E 0.61 29.52 54.24 Zone 1E 0.48 45.31 54.24 Zone 2E Zone 3E 1.07 85.82 61.10 Zone 2E 1.07 85.82 61.10 0.53 48.74 24.03 Zone 3E Zone 4E 0.53 48.74 24.03 Zone 4E 0.43 41.88 17.16 0.48 45.31 17.16 Meyer DE .S"i TEFAiNO1012212018All1of1ENGiN1fEER1NGGROUP.,PL F111111Job No Sheet No Rev t1182590 1 r Software licensed to Part Job Title Meyer Ref By JB Date10-5-18 Chd Client Absolute Outdoor Living File Meyer.std I Date/rime 05 -Oct -2018 16:53 Job Information Engineer Checked Approved Name: JB Date: 10-5-18 Structure Type I SPACE FRAME Number of Nodes 13 Highest Node 23 Number of Elements 16 Highest Beam 30 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in this pfintout are data for: All I The Whole Structure Inclurlarf in Chic nrinMauf nm mcultc fnr /nnri racac- Type L/C Name Combination 4 1 .6D+.6W Node Displacements Node L/C X in) Y in) Z in) Resultant in) rX rad) rY rad) rZ rad) 10 4:.6D+.6W 1.261 0.003 0.002 1.261 0.006 0.009 12 4:.6D+.6W 1.262 0.003 0.002 1.262 0.000 0.008 0.009 13 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 14 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.003 0.009 15 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.017 0.009 16 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17 4:.6D+.6W 1.261 0.482 0.764 1.551 0.000 0.001 0.002 18 4:.6D+.6W 1.262 Node L/C X in) Y in) Z in) Resultant in) rX rad) rY rad) rZ rad) 10 4:.6D+.6W 1.261 0.003 0.002 1.261 0.000 0.006 0.009 12 4:.6D+.6W 1.262 0.003 0.002 1.262 0.000 0.008 0.009 13 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.003 0.009 15 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.017 0.009 16 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 17 4:.6D+.6W 1.261 0.482 0.764 1.551 0.000 0.001 0.002 18 4:.6D+.6W 1.262 0.009 0.003 1.262 0.000 0.000 0.000 19 4:.6D+.6W 1.262 0.482 0.884 1.614 0.000 0.002 0.002 20 4:.6D+.6W 0.000 0.474 0.764 0.899 0.000 0.002 0.002 21 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.006 0.000 22 4:.6D+.6W 0.000 0.474 0.884 1.003 0.000 0.006 0.002 23 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 1 0.000 1 0.000 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 1 of A d ft) X in) Y in) Z in) Resultant in) Job No 0.000 Sheet No 0.003 Rev 1.261 0.900 1.261 0.097 0.083 182590 2 1.261 0.186 Software licensed to 1.288 2.700 1.261 0.269 Part 1.323 3.600 Job Title Meyer 0.342 0.412 1.370 4.500 Ref 0.403 0.520 1.423 5.400 1.261 0.449 0.613 1.472 By JB 6.300 Date10-5-18 Chd Client Absolute Outdoor Living 1.514 7.200 1.261 File Meyer.std Datel'rime 05 -Oct -2018 16:53 Node Displacement Summary 8.100 1.261 0.496 0.764 1.556 Node LIC X Y Z Resultant rX rY rZ 0.002 in) in) in) in) rad) rad) rad) Max X 12• 4:.6D+.6W 1.262 0.003 0.002 1.262 0.000 0.008 0.009 Ilin Ke • 13 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Ma Y 17 4'. D+.6W 1.261 0.482 0.764 1.551 0.000 0.001 0.002 in Y 13 4r6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 T/Fdl%2' 22•, 4;.gD+.6W 0.000 0.474 0.884 1.003 0.000 0.006 0.002 0.000 gig Z. 13.. f4:6D+.6W 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ax c G 14 . 4:. GD+.6W 0.000 0.000 0.000 0.000 0.000 0.003 0.009 MirarX 18•• s4 #.6D+.6W 1.262 0.009 0.003 1.262 0.000 0.000 0.000 M fx rY • 15• 4:.9D+.6W 0.000 0.000 0.000 0.000 0.000 0.017 0.009 Min rY • 10 • 4:. D+.6W 1.261 0.003 0.002 1.261 0.000 0.006 0.009 F? 100 l•.6D+.6W 1.261 0.003 0.002 1.261 0.000 0.006 0.009 On rL• 12 4:.6D+.6W 1.262 0.003 0.002 1.262 0.000 0.008 0.009 Max Rst 19 4:.6D+.6W 1.262 0.482 0.884 1.814 0.000 0.002 0.002 Beam Displacement Detail thisplacementsshowninitalicindicateeresence of an offset Beam LIC d ft) X in) Y in) Z in) Resultant in) 14 4:.6D+.6W 0.000 1.261 0.003 0.002 1.261 0.900 1.261 0.097 0.083 1.267 1.800 1.261 0.186 0.185 1.288 2.700 1.261 0.269 0.298 1.323 3.600 1.261 0.342 0.412 1.370 4.500 1.261 0.403 0.520 1.423 5.400 1.261 0.449 0.613 1.472 6.300 1.261 0.480 0.686 1.514 7.200 1.261 0.495 0.737 1.543 8.100 1.261 0.496 0.764 1.556 9.000 1.261 0.482 0.764 1.551 15 4:.6D+.6W 0.000 1.261 0.003 0.002 1.261 1.200 1.081 0.002 0.009 1.081 2.400 0.903 0.002 0.016 0.903 3.600 0.731 0.002 0.020 0.731 4.800 0.567 0.002 0.022 0.568 6.000 0.415 0.001 0.021 0.416 7.200 0.282 0.001 0.017 0.282 8.400 0.169 0.001 0.012 0.169 9.600 0.081 0.001 0.007 0.081 10.800 0.023 0.000 0.002 0.023 12.000 0.000 0.000 0.000 0.000 17 4:.6D+.6W Beam LIC d ft) X in) Y in) Z in) Resultant in) 14 4:.6D+.6W 0.000 1.261 0.003 0.002 1.261 0.900 1.261 0.097 0.083 1.267 1.800 1.261 0.186 0.185 1.288 2.700 1.261 0.269 0.298 1.323 3.600 1.261 0.342 0.412 1.370 4.500 1.261 0.403 0.520 1.423 5.400 1.261 0.449 0.613 1.472 6.300 1.261 0.480 0.686 1.514 7.200 1.261 0.495 0.737 1.543 8.100 1.261 0.496 0.764 1.556 9.000 1.261 0.482 0.764 1.551 15 4:.6D+.6W 0.000 1.261 0.003 0.002 1.261 1.200 1.081 0.002 0.009 1.081 2.400 0.903 0.002 0.016 0.903 3.600 0.731 0.002 0.020 0.731 4.800 0.567 0.002 0.022 0.568 6.000 0.415 0.001 0.021 0.416 7.200 0.282 0.001 0.017 0.282 8.400 0.169 0.001 0.012 0.169 9.600 0.081 0.001 0.007 0.081 10.800 0.023 0.000 0.002 0.023 12.000 0.000 0.000 0.000 0.000 17 4:.6D+.6W 0.000 1.262 0.003 0.002 1.262 1.200 1.169 0.001 0.002 1.169 2.400 1.107 0.000 0.001 1.107 3.600 1.053 0.002 0.001 1.053 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTSeries 4) 20.07.09.31 Print Run 2 of 15 7 Job No Sheet No Rev a" 182590 3 Software licensed to Part Job Title Meyer Ref By JB DatE10-5-18 Chd Client Absolute Outdoor Living File Meyer.std I Daterrime 05 -Oct -2018 16:53 Beam Displacement Detail Cont... Beam UC d ft) X in) Y in) Z in) Resultant in) 4.800 0.992 0.003 0.001 0.992 6.000 0.910 0.003 0.001 0.910 7.200 0.793 0.003 0.001 0.793 8.400 0.641 0.003 0.001 0.641 9.600 0.454 0.002 0.000 0.454 10.800 0.237 0.001 0.000 0.237 12.000 0.000 0.000 0.000 0.000 18 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.900 0.000 0.093 0.003 0.093 1.800 0.000 0.183 0.052 0.190 2.700 0.000 0.265 0.134 0.297 3.600 0.000 0.337 0.238 0.413 4.500 0.000 0.398 0.352 0.531 5.400 0.000 0.443 0.465 0.643 6.300 0.000 0.474 0.569 0.740 7.200 0.000 0.489 0.657 0.819 8.100 0.000 0.489 0.723 0.873 9.000 0.000 0.474 0.764 0.899 19 4:.6D+.6W 0.000 1.261 0.003 0.002 1.261 1.200 1.310 0.001 0.002 1.310 2.400 1.295 0.000 0.001 1.295 3.600 1.219 0.002 0.001 1.219 4.800 1.087 0.003 0.001 1.087 6.000 0.909 0.003 0.001 0.909 7.200 0.695 0.003 0.001 0.695 8.400 0.472 0.003 0.001 0.472 9.600 0.263 0.002 0.000 0.263 10.800 0.095 0.001 0.000 0.095 12.000 0.000 0.000 0.000 0.000 20 4:.6D+.6W 0.000 1.262 0.003 0.002 1.262 1.200 1.082 0.002 0.009 1.082 2.400 0.904 0.002 0.016 0.904 3.600 0.732 0.002 0.020 0.732 4.800 0.568 0.002 0.022 0.568 6.000 0.416 0.001 0.021 0.416 7.200 0.282 0.001 0.017 0.282 8.400 0.169 0.001 0.012 0.169 9.600 0.081 0.001 0.007 0.081 10.800 0.023 0.000 0.002 0.023 12.000 0.000 0.000 0.000 1 0.000 21 4:.6D+.6W 0.000 1.261 0.482 0.764 1.551 0.900 1.261 0.451 0.734 1.527 1.800 1.261 0.408 0.680 1.490 2.700 1.261 0.355 0.605 1.443 3.600 1 1.261 0.295 0.513 1.393 0909• 0.r.• • 9000• 9009• 0090 • 9• • v 000•• 9..• 9990 09.00 r• •• . 9446• r • e . 0•. 0009.• 6 4 • ••6• Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 3 of Iq R-tp Software licensed to Job No 182590 Sheet No 4 Rev Part Job Title Meyer Ref By JB Date10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Datelrime 05 -Oct -2018 16:53 w Beam Displacement Detail Cont... Beam LIC d X Y Z 4;4 (ft) (in) (in) (in) Resultant in) 4.500 1.261 0.232 0.408 1.346 w • • • • 5.400 1.261 0.168 0.298 1.307 6.300 1.261 0.109 0.193 1.281 7.200 1.261 0.059 0.101 1.267 8.100 1.261 0.024 0.034 1.262 9.000 1.262 0.009 0.003 1.262 20. 0.000 1.262 0.009 0.003 1.262 0.900 1.262 0.024 0.030 1.262 1.800 1.262 0.059 0.101 1.267 2.700 1.262 0.109 0.202 1.282 0 0 0 • " 3.600 1.262 0.168 0.321 1.313 0 0 4.500 1.262 0.232 0.447 1.359 5.400 1.262 0.295 0.571 1.416 6.300 1.262 0.355 0.682 1.477 7.200 1.262 0.408 0.774 1.535 8.100 1.262 0.451 0.843 1.583 9.000 1.262 0.482 0.884 1.614 23 4:.6D+.6W 0.000 1.262 0.482 0.884 1.614 0.900 1.262 0.496 0.889 1.621 1.800 1.262 0.495 0.863 1.607 ri 4.500 1.262 0.232 0.447 1.359 5.400 1.262 0.295 0.571 1.416 6.300 1.262 0.355 0.682 1.477 7.200 1.262 0.408 0.774 1.535 8.100 1.262 0.451 0.843 1.583 9.000 1.262 0.482 0.884 1.614 23 4:.6D+.6W 0.000 1.262 0.482 0.884 1.614 0.900 1.262 0.496 0.889 1.621 1.800 1.262 0.495 0.863 1.607 2.700 1.262 0.480 0.808 1.573 3.600 1.262 0.449 0.726 1.524 4.500 1.262 0.403 0.621 1.463 5.400 1.262 0.342 0.498 1.399 6.300 1.262 0.269 0.365 1.341 7.200 1.262 0.186 0.232 1.297 8.100 1.262 0.097 0.107 1.270 9.000 1.262 0.003 0.002 1.262 24 4:.6D+.6W 0.000 0.000 0.474 0.764 0.899 0.900 0.000 0.443 0.771 0.889 1.800 0.000 0.400 0.750 0.850 2.700 0.000 0.347 0.701 0.782 3.600 0.000 0.287 0.628 0.691 4.500 0.000 0.223 0.535 0.579 5.400 0.000 0.159 0.424 0.453 6.300 0.000 0.100 0.307 0.323 7.200 0.000 0.050 0.190 0.197 8.100 0.000 0.015 0.085 0.086 9.000 0.000 0.000 0.000 0.000 25 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 0.900 0.000 0.015 0.027 0.031 1.800 0.000 0.050 0.005 0.050 2.700 0.000 0.100 0.082 0.129 3.600 0.000 0.159 0.190 0.248 4.500 0.000 0.223 0.317 0.388 nt Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 4 of 15 111 FE -?tjSoftware licensed to Job No 182590 Sheet No 5 Rev Part Job Title Meyer Ref By JB Date10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Date/rime 05 -Oct -2018 16:53 Beam Displacement Detail Cont... 0000•• 0••• • 0000•• • ••r • 0000•• 0 • 0000 • • • 0000•• 0000 • c•• • 0000• 0000•• •••• so 0 0000•• • 0 0090• 0000•• 0• r• • •• • • 0 • • 9 • Beam UC d X Y Z Resultant ft) (in) (in) (in) (in) 5.400 0.000 0.287 0.452 0.535 6.300 0.000 0.347 0.583 0.679 7.200 0.000 0.400 0.703 0.809 8.100 0.000 0.443 0.805 0.919 9.000 0.000 0.474 0.884 1.003 26 4:.6D+.6W 0.000 0.000 0.474 0.884 1.003 0.900 0.000 0.489 0.929 1.050 1.800 0.000 0.489 0.944 1.063 2.700 0.000 0.474 0.925 1.039 3.600 0.000 0.443 0.873 0.980 4.500 0.000 0.398 0.789 0.884 5.400 0.000 0.337 0.671 0.751 6.300 0.000 0.265 0.527 Print 5.400 0.000 0.337 0.671 0.751 6.300 0.000 0.265 0.527 0.590 7.200 0.000 0.183 0.363 0.406 8.100 0.000 0.093 0.185 0.207 9.000 0.000 0.000 0.000 0.000 27 4:.6D+.6W 0.000 0.000 0.474 0.764 0.899 1.200 0.131 0.462 0.764 0.902 2.400 0.262 0.451 0.764 0.925 3.600 0.392 0.442 0.764 0.966 4.800 0.520 0.437 0.764 1.022 6.000 0.647 0.435 0.764 1.092 7.200 0.772 0.438 0.764 1.172 8.400 0.896 0.445 0.764 1.259 9.600 1.019 0.455 0.764 1.352 10.800 1.140 0.468 0.764 1.450 12.000 1.261 0.482 0.764 1.551 28 4:.6D+.6W 0.000 0.000 0.000 0.000 0.000 1.200 0.125 0.000 0.000 0.125 2.400 0.295 0.001 0.001 0.295 3.600 0.486 0.001 0.001 0.486 4.800 0.678 0.001 0.001 0.678 6.000 0.856 0.000 0.002 0.856 7.200 1.004 0.001 0.002 1.004 8.400 1.118 0.003 0.002 1.118 9.600 1.197 0.005 0.003 1.197 10.800 1.243 0.007 0.003 1.243 12.000 1.262 0.009 0.003 1.262 29 4:.6D+.6W 0.000 0.000 0.474 0.884 1.003 1.200 0.131 0.462 0.884 1.006 2.400 0.262 0.451 0.884 1.026 3.600 0.392 0.442 0.884 1.063 4.800 0.520 0.437 0.884 1.115 6.000 0.647 0.435 0.884 1.179 7.200 0.773 0.438 0.884 1.253 TmeJDate: 05/1()/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 5 of 1 4040•• 4040•• 40• 4040• 4040• 4000 0 4040•• 1Job Beam UC d ft) No Y in) Sheet No Rev R!t 19 4:.6D+.6W 1.200 182590 0.001 6 a Software licensed to 15 4:.6D+.6W 12.000 Part 0.000 Job Title Meyer 0.000 Max Y 14 Ref 8.100 1.261 0.496 0.764 1.556 By JB Date10-5-18 Chd Client Absolute Outdoor Living 7.200 0.793 0.003 File Meyer.std Daternme 05 -Oct -2018 16:53 Beam Displacement Detail Cont... Max Z 26 4:.6D+.6W Beam UC d X Y Z Resultant 1.063 ft) in) in) in) in) 0.015 0.031 Max Rst 23 4:.6D+.6W 0.900 8.400 0.897 0.445 0.884 1.336 4:.6D+.6W 9.600 1.019 0.455 0.884 1.424 14 10.800 1.141 0.468 0.884 1.517 12.000 1.262 0.482 0.884 1.614 30 • 3:.6D+.S 0.000 1.262 0.009 0.003 1.262 0.013 9.600 0.081 0.002 1.200 1.081 0.008 0.011 1.081 0.023 2.4004040 • 0.904 0.008 0.017 0.904 12.000 9090* 3.600 0.731 0.007 0.021 0.732 4.800 0.568 0.006 0.022 0.568 6.000 0.415 0.005 0.021 0.416 0+ 7.200 0.282 0.004 0.018 0.282 9 Beam Displacement Detail Summary Dis /acements shown in italic indicate the resence of an offset Beam End Displacements isplacements shown in italic indicatthee presence of an offset Beam Beam UC d ft) X in) Y in) Z in) Resultant in) Max X 19 4:.6D+.6W 1.200 1.310 0.001 0.002 1.310 Min X 15 4:.6D+.6W 12.000 0.000 0.000 0.000 0.000 Max Y 14 4:.6D+.6W 8.100 1.261 0.496 0.764 1.556 Min Y 17 4:.6D+.6W 7.200 0.793 0.003 0.001 0.793 Max Z 26 4:.6D+.6W 1.800 0.000 0.489 0.944 1.063 Min Z 25 4:.6D+.6W 0.900 0.000 0.015 0.027 0.031 Max Rst 23 4:.6D+.6W 0.900 1.262 0.496 0.889 1.621 10 4:.6D+.6W 1.261 0.003 0.002 1.261 14 4:.6D+.6W 0.000 0.000 0.000 0.000 8.400 0.169 0.003 0.013 0.169 9.600 0.081 0.002 0.007 0.081 10.800 0.023 0.001 0.002 0.023 12.000 0.000 0.000 0.000 0.000 Beam Beam UC d ft) X in) Y in) Z in) Resultant in) Max X 19 4:.6D+.6W 1.200 1.310 0.001 0.002 1.310 Min X 15 4:.6D+.6W 12.000 0.000 0.000 0.000 0.000 Max Y 14 4:.6D+.6W 8.100 1.261 0.496 0.764 1.556 Min Y 17 4:.6D+.6W 7.200 0.793 0.003 0.001 0.793 Max Z 26 4:.6D+.6W 1.800 0.000 0.489 0.944 1.063 Min Z 25 4:.6D+.6W 0.900 0.000 0.015 0.027 0.031 Max Rst 23 4:.6D+.6W 0.900 1.262 0.496 0.889 1.621 Beam Node UC X in) Y in) Z in) Resultant in) 14 10 4:.6D+.6W 1.261 0.003 0.002 1.261 17 4:.6D+.6W 1.261 0.482 0.764 1.551 15 10 4:.6D+.6W 1.261 0.003 0.002 1.261 13 4:.6D+.6W 0.000 0.000 0.000 0.000 17 12 4:.6D+.6W 1.262 0.003 0.002 1.262 15 4:.6D+.6W 0.000 0.000 0.000 0.000 18 14 4:.6D+.6W 0.000 0.000 0.000 0.000 20 4:.6D+.6W 0.000 0.474 0.764 0.899 19 10 4:.6D+.6W 1.261 0.003 0.002 1.261 14 4:.6D+.6W 0.000 0.000 0.000 0.000 rint Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 6 of 15 19Job No Sheet No Rev FEJp 182590 7Jam- Software licensed to Part Job Title Meyer Ref By JB DatE10-5-18 Chd Client Absolute Outdoor Living File Meyer.std I Date/Time 05 -Oct -2018 16:53 Beam End Displacements Cont... Beam Node L/C X in) Y in) Z in) Resultant in) 20 12 4:.6D+.6W 1.262 0.003 0.002 1.262 0.002 16 4:.6D+.6W 0.000 0.000 0.000 0.000 21 17 4:.6D+.6W 1.261 0.482 0.764 1.551 1.261 18 4:.6D+.6W 1.262 0.009 0.003 1.262 22 18 4:.6D+.6W 1.262 0.009 0.003 1.262 22 19 4:.6D+.6W 1.262 0.482 0.884 1.614 23 19 4:.6D+.6W 1.262 0.482 0.884 1.614 Max Rst 12 4:.6D+.6W 1.262 0.003 0.002 1.262 24 20 4:.6D+.6W 0.000 0.474 0.764 0.899 21 4:.6D+.6W 0.000 0.000 0.000 0.000 25 21 4:.6D+.6W 0.000 0.000 0.000 0.000 22 4:.6D+.6W 0.000 0.474 0.884 1.003 26 22 4:.6D+.6W 0.000 0.474 0.884 1.003 15 4:.6D+.6W 0.000 0.000 0.000 0.000 27 20 4:.6D+.6W 0.000 0.474 0.764 0.899 17 4:.6D+.6W 1.261 0.482 0.764 1.551 28 21 4:.6D+.6W 0.000 0.000 0.000 0.000 18 4:.6D+.6W 1.262 0.009 0.003 1.262 29 22 4:.6D+.6W 0.000 0.474 0.884 1.003 19 4:.6D+.6W 1.262 0.482 0.884 1.614 30 18 4:.6D+.6W 1.262 0.009 0.003 1.262 23 4:.6D+.6W 0.000 0.000 0.000 0.000 Beam End Displacement Summary nicn/araman}c chnwn in italir inrliraia iha nracPnrP of an nffzpf Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 7 of Beam Node UC X in) Y in) Z in) Resultant in) Max X 17 12 4:.6D+.6W 1.262 0.003 0.002 1.262 Min X 15 13 4:.6D+.6W 0.000 0.000 0.000 0.000 Max Y 14 17 4:.6D+.6W 1.261 0.482 0.764 1.551 Min Y 15 13 4:.6D+.6W 0.000 0.000 0.000 0.000 Max Z 25 22 4:.6D+.6W 0.000 0.474 0.884 1.003 Min Z 15 13 4:.6D+.6W 0.000 0.000 0.000 0.000 Max Rst 22 19 4:.6D+.6W 1.262 0.482 0.884 1.614 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 7 ofPrintTime/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 7 of IR Job No Sheet No Rev Fn!t 182590 8 Software licensed to Part Job Title Meyer Ref By JB Date10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Date/time 05 -Oct -2018 16:53 Beam End Forces Sign convention is as the action of thejoint on the beam. Axial Shear Torsion Bending B Vim• Node UC Fx Fy Fz Mx My Mz kip) kip) kip) kip -in) kip -in) kip -in) Q . • 10'747D_ 1.6W 0.093 0.587 0.201 0.004 5.598 0.006 0.000 17 4:.61T+.6W 0.093 0.199 0.021 0.004 4.156 20.944 1 10 47.6D+.6W 0.577 0.130 0.083 0.000 0.000 0.000 13 4'6D'1 -6W 0.552 0.352 0.139 0.000 4.015 34.669 17 12 6W 0.291 0.010 0.190 0.006 5.436 0.004 15 6A+.6W 0.291 0.010 0.106 0.006 0.633 0.004 1 14 4: f>Dk.6W 0.018 0.587 0.251 0.004 10.413 0.006 0.004 20 6Dt.6W 0.018 0.200 0.029 0.004 4.677 20.909 R. • 10 4:.60f.6W 0.284 0.010 0.037 0.006 5.598 0.004 0 9 4.677 20.909 21 4:.6D+.6W 0.018 0.975 0.207 0.004 5.728 41.972 25 21 4:.6D+.6W 0.018 0.975 0.271 0.004 12.718 41.972 22 4:.6D+.6W 0.018 0.189 0.049 0.004 4.560 20.909 26 22 4:.6D+.6W 0.018 0.200 0.063 0.004 4.560 20.909 15 4:.6D+.6W 0.018 0.587 0.159 0.004 0.633 0.006 27 20 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 17 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 28 21 4:.6D+.6W 0.560 0.010 0.206 0.000 6.990 0.009 18 4:.6D+.6W 0.560 0.010 0.089 0.000 1.416 0.009 29 22 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 19 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 30 18 4:.6D+,6W 1.939 0.130 0.083 0.000 0.000 0.000 23 4:.6D+.6W 1.914 0.352 0.139 0.000 4.055 34.686 PrintTme/Date: 05/10/201816:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 8 of 15 14 4:64+.6W 0.284 0.010 0.259 0.006 10.413 0.004 20 . 12 4:.6D+.6W 0.577 0.130 0.083 0.000 0.000 0.000 16 4:.6D+.6W 0.552 0.352 0.139 0.000 4.016 34.703 21 17 4:.6D+.6W 0.056 0.189 0.006 0.004 4.156 20.944 18 4:.6D+.6W 0.056 0.975 0.228 0.004 8.490 41.891 22 18 4:.6D+.6W 0.097 0.975 0.249 0.004 9.906 41.891 19 4:.6D+.6W 0.097 0.189 0.028 0.004 5.041 20.944 23 19 4:.6D+.6W 0.060 0.199 0.014 0.004 5.041 20.944 12 4:.6D+.6W 0.060 0.587 0.208 0.004 5.436 0.006 24 20 4:.6D+.6W 0.018 0.189 0.015 0.004 4.677 20.909 21 4:.6D+.6W 0.018 0.975 0.207 0.004 5.728 41.972 25 21 4:.6D+.6W 0.018 0.975 0.271 0.004 12.718 41.972 22 4:.6D+.6W 0.018 0.189 0.049 0.004 4.560 20.909 26 22 4:.6D+.6W 0.018 0.200 0.063 0.004 4.560 20.909 15 4:.6D+.6W 0.018 0.587 0.159 0.004 0.633 0.006 27 20 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 17 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 28 21 4:.6D+.6W 0.560 0.010 0.206 0.000 6.990 0.009 18 4:.6D+.6W 0.560 0.010 0.089 0.000 1.416 0.009 29 22 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 19 4:.6D+.6W 0.014 0.037 0.010 0.000 0.000 0.000 30 18 4:.6D+,6W 1.939 0.130 0.083 0.000 0.000 0.000 23 4:.6D+.6W 1.914 0.352 0.139 0.000 4.055 34.686 PrintTme/Date: 05/10/201816:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 8 of 15 Beam Node A Length ft) LIC d ft) Max My kip -in) Job No Max Mz kip -in) Sheet No 10 Rev 4:.6D+.6W Ft 0.000 5.598 6.750 23.665 182590 Max +ve 9 4.258 0.000 Software licensed to 15 10 12.000 4:.6D+.6W Part 12.000 4.015 0.000 0.000 Job Title Meyer Max +ve 4.000 2.210 Ref 34.669 17 12 12.000 4:.6D+.6W Max -ve 0.000 5.436 12.000 0.004 By JB Date10-5-18 Chd Max +ve Client Absolute Outdoor Living 3.340 6.000 0.371 18 File Meyer.std 9.000 Date/Time 05-Oct-2018 16:53 Beam End Force Summary 0.000 10.413 6.750 23.643 The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. 4.677 19 10 12.000 4:.6D+.6W Max -ve 12.000 10.413 12.000 0.004 Axial Shear Torsion Bending 1.000 5.890 Beam Node L/C Fx Fy Fz Mx Mz ' 0.000 kip) kip) kip) kip-in) kip-in ) kip-inkink. 21 Max Fx 24 20 4:.6D+.6W 0.018 0.189 0.015 0.004 4.67T 20.909 i Min Fx 30 18 4:.6D+.6W 1.939 0.130 0.083 0.000 0. 0 0.000 Max Fy 24 21 4:.6D+.6W 0.018 0.975 0.207 0.004 S.ZZ 41.9T2 •.. 5.041 0.000 Min Fy 25 21 4:.6D+.6W 0.018 0.975 0.271 0.004 1Z.Zj$ 41.97 Max Fz 19 14 4:.6D+.6W 0.284 0.010 0.259 0.006 19,44• 0.040004 9.000 5.728 Min Fz 25 21 4:.6D+.6W 0.018 0.975 0.271 0.004 12a7ia 41.972 41.972 25 21 Max Mx 17 12 4:.6D+.6W 0.291 0.010 0.190 0.006 6.43 O.O94 9.000 Min Mx 19 10 4:.6D+.6W 0.284 0.010 0.037 0.006 X5.598 0.0T1 2.250 23.643 Max My 25 21 4:.6D+.6W 0.018 0.975 0.271 0.004 128 41.979 0MinMy28214:.6D+.6W -0.560 0.010 0.206 -0.000 -6.990 -0.0094 Beam Maximum Moments Distances to maxima are .ven from beam end A. Beam Node A Length ft) LIC d ft) Max My kip -in) d ft) Max Mz kip -in) 14 10 9.000 4:.6D+.6W Max -ve 0.000 5.598 6.750 23.665 Max +ve 8.250 4.258 0.000 0.006 15 10 12.000 4:.6D+.6W Max -ve 12.000 4.015 0.000 0.000 Max +ve 4.000 2.210 12.000 34.669 17 12 12.000 4:.6D+.6W Max -ve 0.000 5.436 12.000 0.004 Max +ve 8.000 3.340 6.000 0.371 18 14 9.000 4:.6D+.6W Max -ve 0.000 10.413 6.750 23.643 Max +ve 9.000 4.677 19 10 12.000 4:.6D+.6W Max -ve 12.000 10.413 12.000 0.004 Max +ve 1.000 5.890 6.000 0.371 20 12 12.000 4:.6D+.6W Max -ve 12.000 4.016 0.000 0.000 Max +ve 4.000 2.209 12.000 34.703 21 Max Mz 14 17 4:.6D+.6W 0.093 0.199 0.021 0.004 4.156 20.944 Min Mz 24 21 4:.6D+.6W 0.018 0.975 0.207 0.004 5.728 41.972 Beam Node A Length ft) LIC d ft) Max My kip -in) d ft) Max Mz kip -in) 14 10 9.000 4:.6D+.6W Max -ve 0.000 5.598 6.750 23.665 Max +ve 8.250 4.258 0.000 0.006 15 10 12.000 4:.6D+.6W Max -ve 12.000 4.015 0.000 0.000 Max +ve 4.000 2.210 12.000 34.669 17 12 12.000 4:.6D+.6W Max -ve 0.000 5.436 12.000 0.004 Max +ve 8.000 3.340 6.000 0.371 18 14 9.000 4:.6D+.6W Max -ve 0.000 10.413 6.750 23.643 Max +ve 9.000 4.677 19 10 12.000 4:.6D+.6W Max -ve 12.000 10.413 12.000 0.004 Max +ve 1.000 5.890 6.000 0.371 20 12 12.000 4:.6D+.6W Max -ve 12.000 4.016 0.000 0.000 Max +ve 4.000 2.209 12.000 34.703 21 17 9.000 4:.6D+.6W Max -ve 9.000 8.490 0.000 20.944 Max +ve 0.000 4.156 9.000 41.891 22 18 9.000 4:.6D+.6W Max -ve 0.000 9.906 9.000 20.944 Max +ve 9.000 5.041 0.000 41.891 23 19 9.000 4:.6D+.6W Max -ve 9.000 5.436 2.250 23.665 Max +ve 0.750 5.083 9.000 0.006 24 20 9.000 4:.6D+.6W Max -ve 9.000 5.728 0.000 20.909 Max +ve 0.750 4.725 9.000 41.972 25 21 9.000 4:.6D+.6W Max -ve 0.000 12.718 9.000 20.909 Max +ve 9.000 4.560 0.000 41.972 26 22 9.000 4:.6D+.6W Max -ve 9.000 0.633 2.250 23.643 Max +ve 2.250 5.507 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 9 of 1 Bta m • L/C d Corner 1 ksi) Corner 2 ksi) Corner 3 ksi) No Max Tens ksi) Sheet No RevR11Job v2nt 3.036 2.963 2.960 3.039 182590 2.963 10 10.800 Software licensed to 0.524 3.213 0.600 Part 3.213 Job Title Meyer 3.478 1.601 3.401 1.524 Ref 3.401 32.400 3.601 3.412 3.525 3.335 By JB 3.525 Date10-5-18 Chd Client Absolute Outdoor Living 3.661 4.908 3.584 File Meyer.std Date/rime 05 -Oct -2018 16:53 Beam Maximum Moments Cont... 0 54.000 3.655 6.091 Beam Node A Length UC d Max My d Max Mz 6.914 ft) 6.838 ft) kip -in) ft) kip -in) Z.. 20 12.000 4:.6D+.6W Max -ve 0.000 0.000 0.000 0.000 Max +ve 6.000 0.371 6.000 1.331 Jose 21 •12.000 4:.6D+.6W Max -ve 8.000 3.344 12.000 0.009 7.425 7.501 Max +ve 0.000 6.990 6.000 0.371 9 22 ..32.000 4:.6D+.6W Max -ve 0.000 0.000 0.000 0.000 Max +ve 6.000 0.371 6.000 1.331 34. 18 • *9'610100 0.013 0.740 0.378 0.740 so 28.800 0.894 0.281 1.283 0.671 1.283 0.894 43.200 1.439 0.685 1.826 Beam:Corgtined Axial and Bending Stresses 1.439 57.600 1.984 1.200 2.370 1.586 2.370 1.984 72.000 2.529 1.824 2.913 2.209 2.913 2.529 86.400 3.074 2.575 3.456 2.957 3.456 3.074 100.800 3.619 3.436 x.000 3.816 4.000 3.619 115.200 4.164 4.407 4.543 4.786 4.786 4.407 129.600 4.709 5.488 5.086 5.865 5.865 5.488 144.000 5.254 6.679 5.630 7.055 7.055 6.679 17 4:.6D+.6W 0.000 3.031 2.795 2.793 3.033 3.033 2.795 14.400 1.662 1.486 1.423 1.724 1.724 1.486 28.800 0.521 0.392 0.283 0.630 0.630 0.392 43.200 0.391 0.487 0.630 0.248 0.630 0.391 57.600 1.075 1.150 1.314 0.912 1.314 1.075 72.000 1.530 1.599 1.769 1.360 1.769 1.530 86.400 1.725 1.801 1.964 1.563 1.964 1.725 100.800 1.691 1.789 1.930 1.550 1.930 1.691 115.200 1.429 1.561 1.667 1.322 1.667 1.429 Bta m • L/C d Corner 1 ksi) Corner 2 ksi) Corner 3 ksi) Corner 4 ksi) Max Tens ksi) Max Comp ksi) 14 4:.6D+.6W 0.000 3.036 2.963 2.960 3.039 3.039 2.963 10.800 3.289 0.524 3.213 0.600 3.289 3.213 21.600 3.478 1.601 3.401 1.524 3.478 3.401 32.400 3.601 3.412 3.525 3.335 3.601 3.525 43.200 3.661 4.908 3.584 4.832 4.908 4.832 54.000 3.655 6.091 3.579 6.014 6.091 6.014 64.800 3.576 6.914 3.500 6.838 6.914 6.838 4:.6D+.6W Max -ve 12.000 4.055 0.000 0.000 3.225 Max +ve 4.000 2.197 12.000 34.686 Bta m • L/C d Corner 1 ksi) Corner 2 ksi) Corner 3 ksi) Corner 4 ksi) Max Tens ksi) Max Comp ksi) 14 4:.6D+.6W 0.000 3.036 2.963 2.960 3.039 3.039 2.963 10.800 3.289 0.524 3.213 0.600 3.289 3.213 21.600 3.478 1.601 3.401 1.524 3.478 3.401 32.400 3.601 3.412 3.525 3.335 3.601 3.525 43.200 3.661 4.908 3.584 4.832 4.908 4.832 54.000 3.655 6.091 3.579 6.014 6.091 6.014 64.800 3.576 6.914 3.500 6.838 6.914 6.838 75.600 3.433 7.424 3.356 7.348 7.424 7.348 86.400 3.225 7.620 3.148 7.543 7.620 7.543 97.200 2.952 7.501 2.875 7.425 7.501 7.425 108.000 2.615 7.069 2.538 6.992 7.069 6.992 15 4:.6D+.6W 0.000 0.196 0.196 0.196 0.196 0.196 0.000 14.400 0.349 0.013 0.740 0.378 0.740 0.349 28.800 0.894 0.281 1.283 0.671 1.283 0.894 43.200 1.439 0.685 1.826 1.073 1.826 1.439 57.600 1.984 1.200 2.370 1.586 2.370 1.984 72.000 2.529 1.824 2.913 2.209 2.913 2.529 86.400 3.074 2.575 3.456 2.957 3.456 3.074 100.800 3.619 3.436 x.000 3.816 4.000 3.619 115.200 4.164 4.407 4.543 4.786 4.786 4.407 129.600 4.709 5.488 5.086 5.865 5.865 5.488 144.000 5.254 6.679 5.630 7.055 7.055 6.679 17 4:.6D+.6W 0.000 3.031 2.795 2.793 3.033 3.033 2.795 14.400 1.662 1.486 1.423 1.724 1.724 1.486 28.800 0.521 0.392 0.283 0.630 0.630 0.392 43.200 0.391 0.487 0.630 0.248 0.630 0.391 57.600 1.075 1.150 1.314 0.912 1.314 1.075 72.000 1.530 1.599 1.769 1.360 1.769 1.530 86.400 1.725 1.801 1.964 1.563 1.964 1.725 100.800 1.691 1.789 1.930 1.550 1.930 1.691 115.200 1.429 1.561 1.667 1.322 1.667 1.429 Print Time/Date: 05/10f2016 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 10 of 15 Job pJ Software licensed to No 182590 Sheet No 11 Rev Part Job Title Meyer Ref By JB DatE10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Date/rime 05 -Oct -2018 16:53 Beam Combined Axial and Bending Beam UC d Corner 1 Corner 2 ksi) (ksi) 129.600 0.938 -1.118 144.000 0.219 -0.460 18 4:.6D+.6W 0.000 -5.589 5.571 Stresses Cont... Corner 3 Corner 4 Max Tens ksi) (ksi) (ksi) 1.177 0.879 -1.177 0.458 0.221 -0.460 5.573 -5.586 -5.589 Max Comp ksi) 0.93$ Q.21 0 Fi,7$ 000 10.800 5.554 2.847 5.539 2.862 5.554 r!969 21.600 -5.456 0.437 5.441 -0.452 -5.456 ".44M32.400 5.293 1.658 5.278 1.643 5.293 5'218 000 43.200 -5.065 -3.440 5.050 3.425 -5.065 • •'Q5U; 54.000 x.773 4.907 4.758 4.892 x.907 4. too 64.800 4.407 6.016 4.392 6.001 6.016 6. 1• 75.600 3.976 6.810 3.961 6.795 6.810 6.795 86.400 3.481 7.291 3.466 7.275 7.291 7.27EP 7.457 108.000 2.297 7.309 2.282 7.294 7.309 7.294 19 4:.6D+.6W 0.000 3.115 3.117 2.882 3.117 2.884 14.400 3.070 3.241 3.303 3.008 3.303 3.070 28.800 3.028 3.152 3.261 2.918 3.261 3.028 43.200 2.757 2.847 2.990 2.614 2.990 2.757 57.600 2.258 2.328 2.491 2.094 2.491 2.258 72.000 1.530 1.593 1.763 1.360 1.763 1.530 86.400 0.541 0.612 0.775 0.379 0.775 0.541 100.800 0.676 0.584 0.442 0.817 0.817 0.584 115.200 2.121 1.995 1.888 2.228 2.228 1.995 129.600 3.795 3.621 3.562 3.854 3.854 3.621 144.000 5.697 5.462 5.464 5.695 5.697 5.464 20 4:.6D+.6W 0.000 0.196 0.196 0.196 0.196 0.196 0.000 14.400 0.349 0.012 0.740 0.379 0.740 0.349 28.800 0.895 0.282 1.284 0.672 1.284 0.895 43.200 1.440 0.687 1.828 1.075 1.828 1.440 57.600 1.986 1.202 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 11 of 15 97.200 2.921 7.457 2.906 7.442 7.457 7.442 108.000 2.297 7.309 2.282 7.294 7.309 7.294 19 4:.6D+.6W 0.000 2.884 3.115 3.117 2.882 3.117 2.884 14.400 3.070 3.241 3.303 3.008 3.303 3.070 28.800 3.028 3.152 3.261 2.918 3.261 3.028 43.200 2.757 2.847 2.990 2.614 2.990 2.757 57.600 2.258 2.328 2.491 2.094 2.491 2.258 72.000 1.530 1.593 1.763 1.360 1.763 1.530 86.400 0.541 0.612 0.775 0.379 0.775 0.541 100.800 0.676 0.584 0.442 0.817 0.817 0.584 115.200 2.121 1.995 1.888 2.228 2.228 1.995 129.600 3.795 3.621 3.562 3.854 3.854 3.621 144.000 5.697 5.462 5.464 5.695 5.697 5.464 20 4:.6D+.6W 0.000 0.196 0.196 0.196 0.196 0.196 0.000 14.400 0.349 0.012 0.740 0.379 0.740 0.349 28.800 0.895 0.282 1.284 0.672 1.284 0.895 43.200 1.440 0.687 1.828 1.075 1.828 1.440 57.600 1.986 1.202 2.372 1.588 2.372 1.986 72.000 2.532 1.827 2.916 2.212 2.916 2.532 86.400 3.077 2.578 3.460 2.961 3.460 3.077 100.800 3.623 3.440 x.004 3.821 4.004 3.623 115.200 4.168 4.411 4.547 4.791 x.791 4.411 129.600 4.714 5.493 5.091 5.871 5.871 5.493 144.000 5.259 6.685 5.635 7.061 7.061 6.685 21 4:.6D+.6W 0.000 2.600 7.053 2.553 7.007 7.053 7.007 10.800 2.131 6.370 2.085 6.324 6.370 6.324 21.600 1.598 5.373 1.552 5.327 5.373 5.327 32.400 1.001 4.062 0.954 4.016 4.062 4.016 43.200 0.339 2.437 0.292 2.391 2.437 2.391 54.000 0.388 0.498 0.434 0.452 0.498 0.452 64.800 1.188 1.800 1.235 1.847 1.847 1.800 75.600 2.053 4.413 2.100 4.459 4.459 4.413 86.400 2.983 7.339 3.029 7.385 7.385 7.339 97.200 3.977 10.579 4.023 10.625 10.625 10.579 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 11 of 15 Software licensed to Job No 182590 Sheet No 12 Rev , Part Job Title Meyer Ref By JB DatE10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Daterrime 05 -Oct -2018 16:53 Beam Combined Axial and Bending Beam UC d Corner 1 Corner 2 ksi) (ksi) 108.000 5.036 14.133 22 4:.6D+!6V'd • 0.000 4.260 14.875 10.800 3.325 11.198000000 21.600 2.454 7.834 Stresses Cont... L Corner 3 Corner 4 Max Tens ksi) (ksi) (ksi) 5.082 -14.180 -14.180 4.340 -14.955 -14.955 3.404 -11.277 -11.277 2.534 -7.914 -7.914 Max Comp ksi) 14.133 14.875 11.198 7.834 11116-11116- 32.400 1.648 4.785 1.727 4.864 4.864 4.785 43.200 0.906 2.049 0.986 2.129 2.129 2.049 54.000 0.229 -0.372 -0.309 0.293 -0.372 0.293 64.800 -0.374 -2.435 0.295 2.355 -2.435 2.355 75.600 -0.913 -4.183 0.833 4.104 -4.183 4.104 0 0 86.400 1.387 5.618 1.308 5.538 5.618 5.538 0 • 97.200 -1.797 -6.738 1.717 6.659 -6.738 6.659 0 0 1111- 108.000 2.142 7.544 2.062 7.465 7.544 7.465 2'3 ' 4:.6D+.6W 0.000 2.127 7.529 2.078 7.480 7.529 7.480 10.800 2.503 7.923 2.454 7.874 7.923 7.874 21.600 2.814 8.003 2.765 7.954 8.003 7.954 32.400 3.061 7.768 3.012 7.719 7.768 7.719 43.200 3.244 7.220 3.194 7.171 7.220 7.171 54.000 3.361 6.358 3.312 6.308 6.358 6.308 64.800 3.405 5.136 3.356 5.087 5.136 5.087 75.600 3.385 3.601 3.336 3.552 3.601 3.552 86.400 3.300 1.751 3.251 1.702 3.300 3.251 97.200 3.150 0.412 3.101 0.461 3.150 3.101 108.000 2.936 2.890 2.887 2.939 2.939 2.890 24 4:.6D+.6W 0.000 2.282 7.294 2.297 7.309 7.294 7.309 10.800 1.692 6.730 1.707 6.745 6.730 6.745 21.600 1.038 5.852 1.053 5.867 5.852 5.867 32.400 0.320 4.660 0.335 4.675 4.660 4.675 43.200 0.464 3.154 0.448 3.169 3.154 3.169 54.000 1.311 1.333 1.296 1.348 1.333 1.348 64.800 2.233 0.846 2.218 0.831 2.218 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 12 of 15 108.000 2.142 7.544 2.062 7.465 7.544 7.465 2'3 ' 4:.6D+.6W 0.000 2.127 7.529 2.078 7.480 7.529 7.480 10.800 2.503 7.923 2.454 7.874 7.923 7.874 21.600 2.814 8.003 2.765 7.954 8.003 7.954 32.400 3.061 7.768 3.012 7.719 7.768 7.719 43.200 3.244 7.220 3.194 7.171 7.220 7.171 54.000 3.361 6.358 3.312 6.308 6.358 6.308 64.800 3.405 5.136 3.356 5.087 5.136 5.087 75.600 3.385 3.601 3.336 3.552 3.601 3.552 86.400 3.300 1.751 3.251 1.702 3.300 3.251 97.200 3.150 0.412 3.101 0.461 3.150 3.101 108.000 2.936 2.890 2.887 2.939 2.939 2.890 24 4:.6D+.6W 0.000 2.282 7.294 2.297 7.309 7.294 7.309 10.800 1.692 6.730 1.707 6.745 6.730 6.745 21.600 1.038 5.852 1.053 5.867 5.852 5.867 32.400 0.320 4.660 0.335 4.675 4.660 4.675 43.200 0.464 3.154 0.448 3.169 3.154 3.169 54.000 1.311 1.333 1.296 1.348 1.333 1.348 64.800 2.233 0.846 2.218 0.831 2.218 2.233 75.600 3.219 3.339 3.204 3.324 3.324 3.339 86.400 4.270 6.146 4.254 6.131 6.131 6.146 97.200 5.385 9.268 5.370 9.253 9.253 9.268 108.000 6.564 12.703 6.549 12.688 12.688 12.703 25 4:.6D+.6W 0.000 2.804 16.433 2.819 16.448 16.448 16.433 10.800 1.992 12.630 2.008 12.645 12.645 12.630 21.600 1.246 9.140 1.261 9.155 9.155 9.140 32.400 0.563 5.965 0.578 5.980 5.980 5.965 43.200 0.055 3.103 0.040 3.118 3.118 3.103 54.000 0.608 0.556 0.593 0.571 0.608 0.593 64.800 1.087 1.633 1.072 1.618 1.633 1.618 75.600 1.502 3.507 1.487 3.492 3.507 3.492 86.400 1.853 5.068 1.838 5.053 5.068 5.053 97.200 2.139 6.314 2.123 6.299 6.314 6.299 108.000 2.360 7.246 2.345 7.231 7.246 7.231 Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 12 of 15 q F.ta Software licensed to Job No 182590 Sheet No 13 Rev Part Job Title Meyer Ref By JB Date10-5-18 Chd Client Absolute Outdoor Living File Meyer.std Daterrime 05 -Oct -2018 16:53 Beam Combined Axial and Bending Beam L/C d Corner 1 Corner 2 ksi) (ksi) 26 4:.6D+.6W 0.000 2.345 -7.231 10.800 -2.439 -7.909 Stresses Cont... Corner 3 Corner 4 Max Tens ksi) (ksi) (ksi) 2.360 7.246 -7.231 2.454 7.924 -7.909 Max Comp ksi) 0 7.246 7.94 0000.. 21.600 2.468 8.273 2.483 8.288 8.273 6288 0000.. 000 . 32.400 2.433 8.323 2.448 8.338 8.323 8!308 0000•• 43.200 -2.333 -8.059 2.348 8.074 -8.059 '8!(l li 54.000 2.169 7.481 2.184 7.496 7.481 7.496 0 000 0 ••. 064.800 -1.931 -6.544 1.946 6.559 -6.544 "635 75.600 1.628 5.292 1.643 5.308 5.292 005.1& 86.400 00 • 1.261 3.727 1.276 3.742 3.727 0000. 000•• 0 0000• 97.200 -0.829 -1.848 0.844 1.863 -1.848 1.863 108.000 -0.333 0.345 0.348 -0.330 -0.333 • 0.848• 27 4:.6D+.6W 0.000 -0.006 -0.006 -0.006 -0.006 -0.006 0.000 14.400 0.173 0.032 -0.185 -0.044 -0.185 0.173 28.800 0.313 0.061 -0.325 -0.073 -0.325 0.313 43.200 0.414 0.083 -0.426 -0.094 -0.426 0.414 57.600 0.476 0.096 -0.488 -0.107 -0.488 0.476 72.000 0.498 0.100 -0.510 -0.112 -0.510 0.498 86.400 0.476 0.096 -0.488 -0.107 -0.488 0.476 100.800 0.414 0.083 0.426 0.094 0.426 0.414 115.200 0.313 0.061 -0.325 -0.073 -0.325 0.313 129.600 0.173 0.032 0.185 0.044 0.185 0.173 144.000 -0.006 -0.006 -0.006 -0.006 -0.006 0.000 28 4:.6D+.6W 0.000 3.518 -3.973 -3.977 3.514 -3.977 3.518 14.400 2.083 2.479 2.543 2.019 2.543 2.083 28.800 0.864 1.213 1.324 0.754 1.324 0.864 43.200 -0.140 -0.176 -0.319 -0.284 -0.319 0.000 57.600 0.929 0.633 0.469 1.093 1.093 0.633 72.000 1.503 1.214 1.043 1.673 1.673 1.214 86.400 -1.831 1.533 1.371 -1.993 -1.993 1.533 100.800 1.943 1.624 1.484 2.084 2.084 1.624 115.200 -1.841 1.487 1.381 -1.946 -1.946 1.487 129.600 1.523 1.121 1.064 1.581 1.581 1.121 144.000 -0.990 0.527 0.531 -0.986 -0.990 0.531 29 4:.6D+.6W 0.000 0.006 0.006 0.006 0.006 0.000 0.006 14.400 0.185 0.043 0.174 0.032 0.174 0.185 28.800 0.325 0.073 0.314 0.062 0.314 0.325 43.200 0.426 0.094 -0.415 -0.083 -0.415 0.426 57.600 0.487 0.107 -0.476 -0.096 -0.476 0.487 72.000 0.510 0.112 -0.499 -0.100 -0.499 0.510 86.400 0.487 0.107 -0.476 -0.096 -0.476 0.487 100.800 0.426 0.094 -0.415 -0.083 -0.415 0.426 115.200 0.325 0.073 -0.314 -0.062 -0.314 0.325 129.600 0.185 0.043 -0.174 -0.032 -0.174 0.185 144.000 0.006 0.006 0.006 0.006 0.000 0.006 3o+.6D+.6W 130f' Print Time/Date: 05/10/201816:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Pont Run 0.000 0.660 0.660 0.660 0.660 0.660 0.000 130f' Print Time/Date: 05/10/201816:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Pont Run 14 Horizontal Vertical Max Comp Moment Job No Node Sheet No RevRto Stress ksi) d ft) Corner Stress ksi) d ft) Corner 182590 4:.6D+.6W 145Softwarelicensedto 4 7.640 7.500 2 15 Part 12.000 6.679 Job Title Meyer 2 7.055 12.000 4 17 4:.6D+.6W Ref 2.795 0.000 2 3.033 0.000 1 18 4:.6D+.6W 9.000 By JB 8.250 Date10-5-18 Chd Client Absolute Outdoor Living 8.250 2 19 4:.6D+.6W 12.000 File Meyer.std Date/Time 05 -Oct -2018 16:53 Beam Combined Axial and Bending Stresses Cont... 12.000 Beam UC d Corner 1 Corner 2 Corner 3 Corner 4 Max Tens Max Comp 4 21 ksi) ksi) ksi) ksi) ksi) ksi) 22 14.400 0.116 0.476 1.203 0.843 1.203 0.000 5.033 28.800 0.429 0.181 1.746 1.136 1.746 0.429 24 4:.6D+.6W 43.200 0.974 0.225 2.289 1.540 2.289 0.974 9.000 16.433 0.000 57.600 1.518 0.740 -2.832 -2.053 -2.832 1.518 3 26 72.000 2.063 1.365 3.375 2.677 3.375 2.063 2 27 000 86.400 2.607 2.117 3.918 3.427 3.918 2.607 28 4:.6D+.6W 0000 100.800 3.152 2.979 4.460 4.287 4.460 3.152 12.000 0.5106.000 0.499 3 304:.6D+.6W 12.000 6.225 12.0002-7.529 4 Beaam Combined Axial and Bending Stresses Summary Reactions int Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 14 of 15 Horizontal Vertical Max Comp Moment Max Tens Node Beam L/C Length ft) Stress ksi) d ft) Corner Stress ksi) d ft) Corner 14 4:.6D+.6W 9.000 7.563 7.500 4 7.640 7.500 2 15 4:.6D+.6W 12.000 6.679 12.000 2 7.055 12.000 4 17 4:.6D+.6W 12.000 2.795 0.000 2 3.033 0.000 1 18 4:.6D+.6W 9.000 7.454 8.250 4 7.470 8.250 2 19 4:.6D+.6W 12.000 5.464 12.000 2 5.697 12.000 1 20 4:.6D+.6W 12.000 6.685 12.000 2 7.061 12.000 4 21 115.200 3.697 3.951 5.003 5.258 5.258 3.951 22 129.600 4.241 5.033 5.546 6.338 6.338 5.033 144.000 4.786 6.225 6.089 7.529 7.529 6.225 int Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 14 of 15 Horizontal Vertical Max Comp Moment Max Tens Node Beam L/C Length ft) Stress ksi) d ft) Corner Stress ksi) d ft) Corner 14 4:.6D+.6W 9.000 7.563 7.500 4 7.640 7.500 2 15 4:.6D+.6W 12.000 6.679 12.000 2 7.055 12.000 4 17 4:.6D+.6W 12.000 2.795 0.000 2 3.033 0.000 1 18 4:.6D+.6W 9.000 7.454 8.250 4 7.470 8.250 2 19 4:.6D+.6W 12.000 5.464 12.000 2 5.697 12.000 1 20 4:.6D+.6W 12.000 6.685 12.000 2 7.061 12.000 4 21 4:.6D+.6W 9.000 14.133 9.000 2 14.180 4 22 4:.6D+.6W 9.000 14.875 0.000 1 14.955 3 23 4:.6D+.6W 9.000 7.987 1.500 4 8.036 2 24 4:.6D+.6W 9.000 12.703 9.000 2 12.688 4 25 4:.6D+.6W 9.000 16.433 0.000 1 16.448 3 26 4:.6D+.6W 9.000 8.381 2.250 4 8.365 g 2 27 4:.6D+.6W 12.000 0.498 6.000 1 0.510 3 28 4:.6D+.6W 12.000 3.518 0.000 1 3.977 2 294:.6D+.6W 12.000 0.5106.000 1 0.499 3 304:.6D+.6W 12.000 6.225 12.0002-7.529 4 int Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 14 of 15 Horizontal Vertical Horizontal Moment Node L/C FX kip) FY kip) F2 kip) MX kip -in) MY kip -in) M2 kip in) 13 4:.6D+.6W 0.352 0.552 0.139 x.015 0.000 34.669 14 4:.6D+.6W 0.277 0.576 0.535 0.000 0.000 0.000 15 4:.6D+.6W 0.124 0.576 0.450 0.000 0.000 0.000 16 4:.6D+.6W 0.352 0.552 0.139 4.016 0.000 34.703 21 4:.6D+.6W 0.243 1.940 1.038 0.000 0.000 0.000 23 4:.6D+.6W 0.352 1.914 0.139 x.055 0.000 34.686 int Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 14 of 15 A Job No Sheet NoRev F.t 182590 15 a Software licensed to Part Job Title Meyer Ref By JB Date10-5-18 Chid Client Absolute Outdoor Living File Meyer.std Daterrime 05 -Oct -2018 16:53 Reaction Summary Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ kip) kip) (kip) (kip -in) (kip -in) (hip in) . 000 Max FX 15 4:.6D+.6W 0.124 0.576 -0.450 0.000 0.000 D4 0 Min FX 16 4:.6D+.6W 0.352 0.552 -0.139 -4.016 0.000 04s74@8 1• Max FY 13 4:.6D+.6W 0.352 0.552 -0.139 -4.015 0.000 •3x". @ 90 090:0 • Min FY 21 4:.6D+.6W 0.243 1.940 -1.038 0.000 0.000 0 t me 0: Max FZ 13 4:.6D+.6W 0.352 0.552 -0.139 -4.015 0.000 34'969 Min FZ 21 4:.6D+.6W -0.243 -1.940 -1.038 0.000 0.000 09% 09 Max MX 14 4:.6D+.6W 0.277 0.576 -0.535 0.000 0.000 0. Min MX 23 4:.6D+.6W 0.352 1.914 -0.139 -4.055 0.000 •34. Max MY 13 4:.6D+.6W 0.352 0.552 -0.139 -4.015 0.000 34.669 Min MY 13 4:.6D+.6W 0.352 0.552 -0.139 -4.015 0.000 • 4.069, Max MZ 16 4:.6D+.6W 0.352 0.552 -0.139 -4.016 0.000 34.703 Min MZ 14 4:.6D+.6W 0.277 0.576 -0.535 1 0.000 0.000 0.000 aisoun Q 0.SPtlp LBt.126 2a6a.126 aett tlp atu tlp Fl+EE 2162+36 6%.t26 ex,a p2.p a.+ak km aemkiP1. xx6tl n D 1A,%klpkip0.666 tlwn OAp6 klwn Aa2A663 tl0tlp x,26 tlp16+skV+n aapp tlD tl6amtl 4 Whole Structure Print Time/Date: 05/10/2018 16:55 STAAD.Pro V8i (SELECTseries 4) 20.07.09.31 Print Run 15 of 15 D0vQWMWW Maw. PL DE STEFAINO GENERAL INFORMA11ON: P ojed: Meyer Residence File: 182590 Calculated By. MDS Check By. MDS Check Louve.in Zone 3 at 175 mph in exposure D - Component and Cladding 0.009. 0000.. Louverpppeares 0000.. 3. qq 0000.. wa 146pcfwI A-wa0.786in wI = 0.066 Ibf E:= 10100ksi x := 0.163•lri 91Y .3. 02in4 x := 8 in y:= 3.5in Sx := X Sy := Y y 0000.. . .. x= 0.1$6•in0 0000.. 00.863•in3 0000. Y 0000.. Iculater ' . W1 ww := 189.5psf w:= 0.3ww 0.6 - w = 34.044 psf L, := 9ft 1ft2 2inw•L12 Mmax Mmax := 0.689 kip• in Sr := s Sr = 0.046• in 8 FFb Check deflection 5•w•2in• L14 L1 O := 0 = 0.027• in 0 :_ — a 0 = 1.35• ina 384•E•IY 80 Check in closed posbon at 45 mph Maximum load in the dosed postiun nld/ Sande ers Fir-. E Fb := 15ksi h6aw:= SX, Fb Mmax = 2.794 -kip -in wmax 8-Mmax wmax = 22.998 psf L1 •12in 384• E• Ix wmax2 4 wmax2 = 133.825psf := min(wmax,wmax2) wmax = 22.998 psf 5•L1 wl w45 := 27.6psf•.6 - 2 w45 = 16.494 psf wzone3 12.5psf•0.6 wzone3 = 7.5 psf 1 f Check :="OK" if Sr -` Sy ^ 0 < Aa ^ w45 < wmax ^ wzone3 < wmax NG" otherwise Sarasota Office 40 Sarasota Center Blvd., Suite 103 Sarasota Florida 34240 Ph. (941) 371-1724 Check = "OK" Fort Myers Office 12651 McGregor Blvd., Suite 103 Fort Myers, Florida 33919 Ph. (239) 267-3666 Anchor DesignerT"" Software Version 2.6.6794.7 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No AnchoW only resisting wind and/or seismic loads: Yes 0000•• • • Strength lever loads: • • • 0000•• Nu [lb]: 19140 00.••0 Vuax [lb]: 352 '00000 0000•• V„ay[lb:1390 •• 0 Mux [fi o 8438 •0000 • Muy [ft -Ib]: 2881 000.0• Muz[f:IbO.O •••• 00.0• • •• •. •• Figure > ....•. 0000 000.0. 0000. • 0 00 352 Ib 1 X Company: DeStefano Engineering Date: 10/5/2018 Engineer: Page: 2/5 Project: Meyer Address: Phone: E-mail: Z 1914 Ib 139 Ib z Y 2891 ft -Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com l+'7 71:'1• Anchor Designer TM Software Version 2.6.6794.7 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Stainless Steel Diameter (inch): 0.750 Nominal Embedment depth (inch): 6.000 Effective Embedment depth, her (inch): 3.910 Anchor category: 1 Anchor ductility: Yes hmin (inch): 9.58 caG (inch): 7.17 Cmin (inch): 1.75 Smin (Inch): 3.00 Company: DeStefano Engineering Date: 10/5/2018 Engineer: Page: 1/5 Project: Meyer Address: Phone: E-mail: Project description: Location: Fastening description: Recommended Anchor Anchor Name: Titen HD® Stainless Steel - 3/4"0 SS Titen HD, hnom:6" (152mm) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Base Material Concrete: Normal -weight Concrete thickness, h (inch): 16.00 State: Uncracked Compressive strength, f. (psi): 4000 4J 1.4v: Reinforcement condition: B tension, B shear • • • • Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate 0 • • Length x Width x Thickness (inch): 6.01 x 6.01 x 0.50 Yield stress: 34084 psi Profile type/size: HSS6X6X1/8 Recommended Anchor Anchor Name: Titen HD® Stainless Steel - 3/4"0 SS Titen HD, hnom:6" (152mm) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 71 I-'i• Anchor Designer TM Software Version 2.6.6794.7 Figure 2> Company: DeStefano Engineering Date: 10/5/2018 Engineer: Page: 3/5 Project: Meyer Address: Phone: E-mail: A n1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. simos7, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1••. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. simos7, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com I'I z•c• Anchor Designer TM Software Version 2.6.6794.7 Company: DeStefano Engineering Date:10/5/2018 Engineer: Page: 4/5 Project: Meyer Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nva (lb) Va (lb) Vuay (lb) J(V.ax)2+(Vuzy)2 (lb) 1 4600.8 88.0 34.8 94.6 2 5387.2 88.0 34.8 94.6 3 0.0 88.0 34.8 94.6 4 0.0 88.0 34.8 94.6 Sum • • 9987.9 352.0 139.0 MaxAnA cogcrete cornFression strain (%o): 0.34 <Figure 3> Maximum concrete cgr drg n stress (psi): 1477 Resultant tension force (lb): 9988 Resu I;(Apress icipVrce Ob): 8074 Eccentricity of resultant1*191on forces in x-axis, e'N. (inch): 0.00 Eccentgc;itV d)f resultawt tem9kxl forces in y-axis, e'Ny (inch): 0.13 Eccerrridlty pf resultaiiWgar forces in x-axis, e'v (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nae (Ib) 0 ON- (lb) 47606 0.75 35705 378.5 1 LJ 2 Y 04 X03 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = k-l.fchd `' (Eq. 17.4.2.2a) kc A fc (psi) het (in) Nb (lb) 27.0 1.00 4000 3.910 13203 bg=0(ANc/AN-)Vec,N`Ped,N Pc,NWcp.NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc (in 2) AN- (m2) ca- (in) VPec,N VPed,N 'P,N 'P p,N Nb (lb) 0 ^bg (lb) 175.72 137.59 - 0.979 1.000 1.00 1.000 13203 0.65 10725 8. Steel Strength of Anchor in Shear (Sec. 17.5.1 ) Vs (lb) 09mur 0 Og, tOVsa (lb) 17344 1.0 0.65 11274 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) OV pg = OkcpNcbg = Okcp(ANcI ANco) V' -,N %d.NV',N `Yp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (in2) AN- (in') 'Pec,N 'Ped,N ,N Wp N Nb (lb) 0 OvV pg (lb) 2.0 224.40 137.59 1.000 1.000 1.000 1.000 13203 0.70 30145 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com J7i Anchor DesignerT"" Software 0,000.. Version 2.6.6794.7 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6. Company: DeStefano Engineering Date: 10/5/2018 Engineer: Page: 5/5 Project: Meyer Address: Phone: E-mail: Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 5387 35705 0.15 Pass Concrete breakout 9988 10725 0.93 Pass (Governs) 0000•. Shear Factored Load, Vua (lb) Design Strength, OW (lb) Ratio St'Dtus Steel 95 11274 0.01 0 ePass "' • • • Pryout 378 30145 0.01 Dass (Governs) 0000 • • V006: Interaction check N e/N V a/OV Combined Ratio Permissible Dtatus 0 0000* Sec. 17.6..1 0.93 0.00 93.1% 1.0•••Pass 10000' o•• 000000 3/4"0 SS Titen HD, hnom:6" (152mm) meets the selected design criteria. • •. • •. • • Base Plate Thickness : • • .: • • • " •' 0000•• Required base plate thickness: 0.498 inch • • • • • • • • • • 12. Warnings Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Base Plate in Channel Based on Section 5.4 of the Aluminum Design Manual 2005 Screw Information 14 Number of Screw 0.24 Diameter of fastener Hex Head Fastener Type No Washer 0.52 Head Daimeter 0:0900 Member Sizgs 0 6061-T6 Type of Material being Screw into 9. • t663 -T52 Type of Material in contact with Screw Head t, • • • • • • 0.125 inch Thickness of Material in contact with Head t2 0 0 ; , . 0.188 inch Thickness of Material in not contact with Head CheC%Channel iaeds 00 34.7 M *(kipin) z•• • 4.05Vx*(kip;n) 1914 4plift (L,ps.) w • i 04Grailyjlbs.) Post Sille " 6 width (in) 6 depth (in) 0.125 thickness of post(in) 0.188 Channel Thickness Plate 1.240 distance of fastener from exterior edge of post (in) 6251.659 Moment in Plate (Ib -In) 6061-T6 Aluminum Plate 21.538 Fb 0.290 in' 1/2 Depth of plate required Channel and Fastener Locations 12 Height of Flanges (in) 6 Width of post 5.75 Width of Channel (in) 5.75 Depth of Channel (in) 1/2 0.5 Edge distance of sides (in) 1.5 Edge distance of base (in) 1 Edge distance from top (in) 4 Number of Rows 4 Number of columns 3.17 Spacing of Rows 1.67 Spacing of Columns 16 Total Number if fasteners 6740.3 total Load on fastener per side 421 Shear on each Fasteners (Lbs.) (OK 0.360 Check bearing Distance SOK Provide a 12 inch long x5.75x5.75 Channel with #14 Screws in 4 Rows spaced at 3.17 inches and 4 Columns spaced at 2 inches provide 112 inch additionalPlate Meyer DE STEFANO Paagege 1 Q o1 ENG1NEERM GROUP PL1ooff11 Simple Footing Design Project Name Meyer 0000.. File # 182590 Designed By JB Reviewed By JB Date 0000.. How many mats 2 Uplift 1914 Lbs. Gravity 0 Lbs. Moments 0000.. Mx 34.7 k -in My 4.05 k -in Shearx 06•0 0.4 k fc 4000 psi fy 60000 psi Concrete Weight 150 pcf post base width 6 in post base length 6 depth of Soil 6 in Side 1 0000.. 40 in Side 2 40 in Depth of Footing 16 in d 00 13 Soil Weight 0000 110 pcf Soil Capacity 0 1500 PSF Sx 10667 in^3 Sy 10667 in^3 A 1600 in Soil Volume 6.4 Cf Soil weight 706 Lbs. Bar Provided 4 # Spacing 12 inches Total Number of Bars 3 Top and Bottom Bars per mat 391< Flexual Check Total Area of Steel required 1.15 Total Area of Steel provided 1.18 Z K! Uplift Gravity Punching Shear Flexure Overturning omin Provide 40 x 40 x 16 in TO— ; IOK ' SOK OK 91 WR with 3 per mat #4 each 0000. 0000.. 0000.. 0000.. 0000.. 0000•. 0000.. 0000 0000.. 0000 0000. 66.06• 06•0 00.90 000.• 0000.. 0060. 000000 0 E 0.00 PSF 862.290 PSF 3y T&B at a depth of 6 inches Meyer 10/22/2018 ©E STEFANO Page 1 of 1 QD E,MG1NEERlFG GROUP, PL GENERAL NOTES: DESIGN CRITERIA THE STRUCTURAL SYSTEM FOR BUILDING DEPICTED HERE ON HAS BEEN DESIGNED ACCORDING TO THE 2017 6TH EDITION OF THE FLORIDA BUILDING CODE, ASCE 7-16, AND THE 2015 ALUMINUM DESIGN MANUAL. THE STRUCTURE HAS BEEN DESIGNED TO RESIST THE FOLLOWING SUPERIMPOSED LOADS. ROOF DEAD: 2 PSF + SELF -WEIGHT WIND LOADS ON THE STRUCTURE HAVE BEEN CALCULATED IN ACCORDANCE WITH ASCE 7-16 FOR THE FOLLOWING: BASIC WIND SPEED: 175 MPH (3 SECOND GUST), RISK CATEGORY: II, EXPOSURE CATEGORY: D, PARTIALLY OPEN 30 PERCENT SOLID. ENCLOSURE CLASSIFICATION PER ASCE 7-16, TABLE 26.13-1 (FOR 4 -SIDED RECTANGULAR LOUVERED AWNINGS) LOAD COMBINATIONS: D+0.6W 0.6D+0.6W THERE IS NO LIVE LOAD ON THIS STRUCTURE AS IT IS NOT DESIGNED TO SUPPORT THE LOAD OF A PERSON ON THE LOUVERED SECTIONS NOR ARE THE LOUVER DESIGNED TO SUPPORT WATER LOADING. DESIGN OF LOUVERED RIGID CANOPY IS PER SECTION 3105.5.1 OF THE FBC, RIGID AWNINGS AND CANOPY SHUTTERS. LOUVERED BLADES SHALL BE REPOSITIONED TO THE VERTICAL OPEN POSITION DURING PERIODS OF HIGH WIND VELOCITY. UNIT IS EQUIPPED WITH A WIND SENSOR WHICH WILL OPEN LOUVERS AT 45MPH. PER FBC SECTION 3105.5.3, CONTRACTOR SHALL POST WITH A LEGIBLE AND READILY VISIBLE DECAL OR PRINTED INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE STRUCTURE OR PART THEREOF DURING SUCH PERIODS OF TIME AS DESIGNATED BY THE US WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. THE WARNING LABEL SHOULD READ AS FOLLOWS: THIS RIGID AWNING MUST HAVE LOUVERED BLADES REPOSITIONED TO THE VERTICAL POSITION DURING A HURRICANE WARNING OR ALERT AS DESIGNATED BY THE U.S. WEATHER BUREAU (FBC SECTION 3105.5.3)." A CONTINUOUS LOAD PATH BETWEEN FOUNDATIONS, COLUMNS, AND BEAMS ARE INTENDED BY THESE DRAWINGS AND SHALL BE FIELD VERIFIED. THE LOUVERED ROOFING SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH ARCADIA LOUVERED ROOFING SYSTEM. THE CONTRACTOR IS RESPONSIBLE FOR WATERPROOFING. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE SUITABLE SEQUENCING, MEANS AND METHODS OF CONSTRUCTION, INCLUDING, BUT NOT LIMITED TO THE ADDITION OF NECESSARY SHORING, TIE DOWNS, TEMPORARY BRACING, ETC. THE INFORMATION USED AND CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. DESTEFANO ENGINEERING GROUP, PL (DEG) HAS NOT VISITED THIS JOB SITE. DIMENSIONS AND EXISTING CONDITIONS SHALL BE FIELD VERIFIED. DEG ASSUMES NO RESPONSIBILITY OR LIABILITY IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. DEG SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO RE-EVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS, FABRICATION, AND/OR INSTALLATION OF MATERIALS. MATERIAL SPECIFICATIONS ALUMINUM: ALUMINUM SHALL BE A MINIMUM OF 6063-T6 UNLESS NOTED OTHERWISE FINISH COLOR TO BE SELECTED BY OWNER FROM MANUFACTURES STANDARD COLORS FOR STANDARD EXTRUSIONS. CONCRETE FASTENERS TO BE 410 STAINLESS STEEL TITANS AS MANUFACTURED BY SIMPSON STRONG TIES OR APPROVED EQUAL. ALL SMS SCREWS ARE 410 STAINLESS #12 x 1" SELF -TAPPING METAL SCREWS (SMS) TYPICAL UNLESS OTHERWISE NOTED. EXTRUDED STRUCTURAL TUBE OR PIPE: ALLOY SHALL BE BE 6061 -T6,6005 -T6,6063 -T6. OR AS NOTED ON DRAWINGS AND CONFORMING TO ASTM B429. FOUNDATIONS SEE STRUCTURAL DRAWINGS AND STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. BY VISUAL OBSERVATION, SOIL AT THE SITE IS SAND (OR SAND AND ROCK) WITH AN ASSUMED SOIL BEARING CAPACITY OF 2000 PSF. PERFORM ALL CONCRETE WORK IN ACCORDANCE WITH ACI 318, THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. CONCRETE SHALL BE AN APPROVED MIX PROPORTIONED TO ACHIEVE STRENGTH AT 28 DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX.4000 PSI FOR FOUNDATIONS CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC. MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS. 0o 2X8X1/8" BEAM 20-63-295 6063-T52 REINFORCING STEEL: REINFORCING STEEL: ASTM A615, GRADE 60 DEFORMED NEW BILLET STEEL CONFORMING TO ACI 301, 315, 318, AND CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE, FREE FROM OIL, SCALE AND RUST, AND PLACED IN ACCORDANCE WITH THE TYPICAL PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 IN GENERAL CONDITIONS IF THERE ARE ANY DISCREPANCIES HEREIN CONTACT THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. THIS DESIGN DOES NOT CONSTITUTE THE ENGINEERING OF ANY OTHER STRUCTURES THAT ARE NOT SPECIFICALLY MENTIONED HEREIN. IF THERE ARE ANY DISCREPANCIES THEREIN, CONTACT THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. ALL WORK PREPARED BY DE STEFANO ENGINEERING GROUP, PL DEG), IS THE PROPERTY OF DEG AND MAY ONLY BE USED FOR ITS INTENDED USE. THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS, INCLUDING THOSE IN ELECTRONIC FORM, PREPARED BY DEG AND DEG'S CONSULTANTS ARE INSTRUMENTS OF SERVICE THROUGH WHICH THE WORK TO BE EXECUTED BY CONTRACTOR. AS DESCRIBED REMAIN THE PROPERTY OF DEG. SAID WORK MAY NOT BE USED AT ANY OTHER LOCATION OR FOR ANY OTHER USE WITHOUT PRIOR WRITTEN AUTHORIZATION. DEG WILL HAVE NO RESPONSIBILITY FOR THE CONTRACTOR'S, CLIENT'S OR OTHER ENTITIES; MEANS, METHODS, TECHNIQUES, AND PROCEDURES USED IN CONSTRUCTION, AND WILL NOT BE HELD LIABLE FOR THE CONTRACTOR'S INADEQUATE OR UNSATISFACTORY PERFORMANCE OF THE WORK. 5 3/4" 6X6X1/8" POST 19-63-260 6063-T52 5-3/4X12X3/16 ARCADIA CHANNEL 5052-H32 A.M. w— 10X1" BUTTON HEAD 53/4" N- 12) 3/4"X6" SS 14X1" TITEN HD BY SS SMS SIMPSON CHANNEL CHANNEL 11-63-295 5052-H32 12X1" 3/8"X4" SS WOOD SS SMS LAG BOLTS A.M. w— 10X1" BUTTON HEAD 53/4" 111 N Ll 5-3/4X2X3/16 1-3/4X1-3/4X 1 /8" ARCADIA CHANNEL CHANNEL 11-63-295 5052-H32 6063-T52 FSTRUCTURAL COMPONENTSSiqSCALE: 2"= 1'-0" RECEIVED NOV N'Afts vitt a de S-11', 1 6 o SATE OF ; c FOR pP. ,.-•' sS ONAI.E,.• FLOUVER S1 SCALE: 2"= 1'-0" ber 22, 2018 e n Qa F gp t N Uj uj 41 k W Lu E o v 3"ci The Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 TOTAL LOT SF MAIN RESIDENCE BRICK PAVERS TOTAL IMPERVIOUS LOT COVERAGE 18,000 3985 3401 41% 10:30' C.B.w. 1.10' C 1 2 REMAINDER OF LOT -7 BLOCK -73 N-A.P.) 1 wseli P 1 l SITE PLAN 82 SCALE: 1:20 ONUWuun uuu gi,4,,,, P. de STF PQ'""CE 6 SATE OF FSF OR IOPG October 22, 2018 B.C. • • ttll NO CAP •••••• W. • 000 REMAINDER OF LOT -4 SLOCK - 73 N.A.P.) N s 41 The Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 7" SUPER GUTTER 6X6 POST 7" SUPER GUTTER ADJUSTABLE J LOUVERS COVERED PORCH EXISTING EAVE HOST STRUCTURE 2X8 PERIMETER BEAM,TYP. 6X6 POST J 2 FOUNDATION PLAN S3 SCALE: 3/16"= 1'-0" COVERED PORCH fEXISTING HOSTEAVE2X8BOXS6STRUCTURE BEAM o in N 000000 ih 00.00• 0000 N7 S6 1 6 S6 17'-71/4" 1/ 17'-71/4" 36'-0" 1 S5 1 PLAN VIEW S3 SCALE: 3116"= 1'-0" 01- de ST " 01 6 o SATE OF OR 1 NG,,. N,A,.,,,,,.,.., 0o October 22, 2018 ih J a C N Ro S5ct o. U{NW Z aLL 2 $ 33 z lzyj m 3 0 N O o L N V N gy3 The Meyer Residence 860 NE 98 StreetS3 Miami Shores, FL 33138 September 20, 2018 File:182590 of 6 N 000000 ih 00.00• 0000 0000•• 0000• 0::0: • • E O U o: E J a C N Ro S5ct o. U{NW Z aLL 2 $ 33 z lzyj m 3 0 N O o L N V N gy3 The Meyer Residence 860 NE 98 StreetS3 Miami Shores, FL 33138 September 20, 2018 File:182590 of 6 1/2" PLATE 4) 3/4"X6" SS TITEN HD BY SIMPSON 40X40X16" FOOTING W/ 3) #4 BARS EACH WAY \ \ TOP AND BOTTOM \/ 16) #14X1" SS SMS EACH SIDE OF CHANNEL 3/16"ARCADIA CHANNEL GRADE LEVEL 4 4 d d 4 d a° d d ° d 4 d 4 i A °d a 7A; 7" SUPER GUTTER 3S4 FOOTING DETAIL SCALE: 1-112"= 1'-0" COVERED PORCH EXISTING EAVE HOST STRUCTURE 7'-111/8" " 7'-111/8"-81/2, 7'-111/8" 8 7'-111/8" PREFLECTED CEILING PLAN S4 SCALE: 3116"= 1'-0" The Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 a P W0 uj ? A a mC4 W u y C y3 S 1 r -a° 2a' -o" SPLICE 6 LOCATION 5-1/2" INTERNAL 4) 3/4"X6" SS GUTTER SYSTEM TITAN HD BY SATE OF ; SIMPSON FCOR IOP,,•' ' 5-3/4X12X3/16" co sS/O,NARCADIACHANNEL SPLICE m6; S6 o AL•; •`••`` O' 11% 16) #14-24X1" SS Ir October 22, 2018 SMS EACH SIDE OF CHANNEL m m pp N 5 -1/4X5 -1/4X1/2" PLATE1. N 1 3/8" 3 1/4" 1 3/8" 2POSTFS4:] BASE DETAIL 00 SCALE: 3"= 1'-0" 7'-111/8" " 7'-111/8"-81/2, 7'-111/8" 8 7'-111/8" PREFLECTED CEILING PLAN S4 SCALE: 3116"= 1'-0" The Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 a P W0 uj ? A a mC4 W u y C y3 1 r -a° 2a' -o" SPLICE LOCATION 5-1/2" INTERNAL PROPOSED 2X8 GUTTER SYSTEM FAN BEAM FOR FUTURE USE 4 SPLICE S6 LOCATION Ir 7'-111/8" " 7'-111/8"-81/2, 7'-111/8" 8 7'-111/8" PREFLECTED CEILING PLAN S4 SCALE: 3116"= 1'-0" The Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 a P W0 uj ? A a mC4 W u y C y3 de„ST ,, 6 2X8 BEAM, TYP. 7” SUPER SATE OF - GUTTER sxs POST HOST STRUCTURE October 22, 2018 4 ao N O N S4 • 40X40X16" FOOTING W/ • • • 3) #4 BARS EACH WAY • • •""' TOP AND BOTTOM • moi i`\ viii` % \\' `i \\ i\Y \\ i`'i\y \\ i \\` iii `' o\\i. \ \ - • • • • i i\\i\\\i\\i i \! \\\i i \\ice\\ \\i\.\\ \\ i i \\i i\ 2 SIDE ELEVATION •"••• 9 S5 SCALE: 114"= 1'--0" Ul u i-- V w F 2X8 BEAM, TYP. U it E EXISTING STRUCTURE N t N 6X6 POST' QO yW a 1 40X40X16" FOOTING W/ ujO 2 y3) #4 BARS EACH WAY Lu TOP AND BOTTOM a m i v`\ " "moi\\,,, . ,` y\\` i'i\Y \' \ \_ v ' \i i`Y\\` Y \\'\''/,•,.i>i\ Y\>> `'., \ ' i\ ` i\` - \r'\Y\`\ it-i y \` " \\ vim, i l < fi i\ , 'R, '''\1 \\i\\ \` \\il\\ .i\\i\.\ i iti\ i \ \iti \ i'\\\i\\ \\\\%i i C= \ i\ i\i- ti i i\\i\i\i i\\ \\i`,\\iii\i i\`\ \\i moi>, i i\\ ii\,(\\\\%\\\ \\i iy\i i` \r . "\\ \\:Y\i\ \\ \\\\ \`i,\'• i yxm til,"\\ i\\i\!\i i\\i\\ily . i\\\\i\\' i\i\\\ \\ `\\\moi \y%l'\tel\\`i\ \.=i\i'\ i \\\\ \ \\i \` \i i i' fb d iii .\ ,,\ ii\\\\., \\;,C\,i,'a\i.i\\,/ .\\ i,\i%\\.... ..\\ \\t,i\\,\i, \ ,,\l.i\\i i i\\s ..\\i\\AC\ii\\moi\\f;ilY<\\\i r $ yr 3 ci jS5] FRONT ELEVATION The Meyer Residence SCALE., 114"= 1'-0" 860 NE 98 StreetS5MiamiShores, FL 33138 September 20, 2018 File: 182590 of 6 BEAM -\ * 6 2) 1/8" PLATE 6063-T6 16) #14 SS SMS INTO EACH PLATE jSPLICE PLATE DETAIL S6 SCALE: 1-112"= 1=0" 7" SUPER GUTTER 4) #14 SS SMS (2) 3/8" WOOD LAGS WITH SPACED AT 12" O.C. 2" MIN. EMB. INTO WOOD TRUSS CORD AT 24" O.C., TYP. 2X8X1/8" BEAM FBEAM TO SUPER GUTTER S6 ISCALE: 1-1/2"=V--0" 090 ALUM. PLATE #10 SMS BUTTON HEAD @ 24" O.C. 2X8 BEAM 12 SS SMS @ 12" O.C. 2" I 5 2" ARCADIA GUTTER BOX BEAM SECTION S6 SCALE: 1-1/2"= V-0" INTERN GUTTER BEj 4) #12-24X SS SMS n JEL BOX BEAM TO BEAM DETAIL S6 SCALE: 1-112" = V-0" PIVOT CAP PIVOT TRACK TRACK PIN 5/16" DIA. SS PIN LOUVER PROFILE FOR COMPARISON INTERNAL GUTTER 2X8 BEAM J PLOUVER MOUNT DETAIL SCALE: 1-112"= 1=0"' 2X8X1/8" BEAM GUTTER 2X8X1/8" FAN BEAM 1 -3/4X1 -3/4X1/8 / (3) #12-24 U CHANNEL J// SS SMS 3) #12-24 SS SMS EACH SIDE 4 FAN BEAM DETAIL S6 SCALE: 1-1/2"= V-0" 8) #14 TEK SCREWS THRU BEAM CORNER INSERT EACH BEAM GUTTER CORNER EDGE GUTTER CORNER i GUTTER BEAM J BEAM GUTTEI GUTTER CORNER 2) #14 TEK SCREWS GUTTER BEAM BEAM I:InRIq TOP VIEW BEAM #14 TEK SCREWS THRU BEAM INTO CORNER INSERT EACH SIDE CORNER INSERT BEAM BEAM ~ TOP VIEW 1 SIDE VIEW CORNER INSERT BEAM ISOMETRIC VIEW 3 CORNER ASSEMBLY S6 SCALE: 2"= 1=0" de STFE ... 6 o SATE OF n,.nmmumua••a•• CORNER October 22, 2018 CONNECTOR GUTTER CORNER GUTTER EDGE N 000.0 H Z CORNER GUTTER ASSEMBLY Es S6 SCALE: 1-1/2" = 1'-0" V o: - E 5) #14-24X1" SS SMS U CHANNEL 6" SIDE VIEW BEAM 3) #14-24X1" SS SMS EACH SIDE oixJ ro u - QO L WZ U a d Wuj W y o g w Q o 0 P o w 1 BEAM TO POST DETAIL s y 3 S6 SCALE:1-1/2"=1=0" The Meyer Residence 860 NE 98 Street S6MiamiShores, FL 33138 September 20, 2018 Fiie:182590 of 6 GUTTkA 0000•• 0000 00:00 CORNER 000.0 CONNECTOR ISOMETRIC VIEVI( 00 00• 0000•• FASTEN GUTTER ••' : TO BEAM W/ #12 SS SMS @ 12" O.C. CORNER CONNECTOR u R CORNER E Z CORNER GUTTER ASSEMBLY Es S6 SCALE: 1-1/2" = 1'-0" V o: - E 5) #14-24X1" SS SMS U CHANNEL 6" SIDE VIEW BEAM 3) #14-24X1" SS SMS EACH SIDE oixJ ro u - QO L WZ U a d Wuj W y o g w Q o 0 P o w 1 BEAM TO POST DETAIL s y 3 S6 SCALE:1-1/2"=1=0" The Meyer Residence 860 NE 98 Street S6MiamiShores, FL 33138 September 20, 2018 Fiie:182590 of 6 ELECTRICAL LEGEND 110 V DUPLEX OUTLET 110 V GFI DUPLEX OUTLET Q 4" L.E.D. CAN LIGHT p ARCADIA CONTROL BOX J 110V JUNCTION BOX 0 OPERABLE LOUVER MOTOR SWITCH @ 42" LOUVER MOTOR 18-6 SHIELDED STRAI LOWVOLTAGE SECU WIRE TO OPERABLE LOUVER MOUNTS I ELECTRICAL REVIEW v APPROVED ATE ELECTRICAL NOTE: 1. ELECTRICAL CONTRACTOR TO COORDINATE CONNECTION TO NEAREST LIGHTING/POWER CIRCUIT CONNECTED TO ELECTRICAL PANEL AT RESIDENCE. 2. OUTLET BOX AT FAN BEAM SHALL SUPPORT CEILING SUSPENDED CEILING FAN WEIGHING FROM 35 UP TO 75 LBS. VERIFY SPECIFICATION OF CEILING FAN WITH OWNER. 2008 NEC 314.27 D (OUTLET BOX) 3. OUTLET BOX FOR THE PURPOSE TO SUPPORT A LUMINAIRE SHALL SUPPORT UP TO 50 LBS. 2008 NEC 314.27 A (OUTLET BOX) 4. LOWVOLTAGE WIRING + 120 VOLT WIRING TO BE RUN CONCEALED IN PERIMETER AND FAN/LIGHT BEAMS COORDINATE PATH IN FIELD TO SWITCHES AND CONTROL PANEL AT RESIDENCE (VERIFY IN FIELD) 5. ALL EXTRUDED ALUMINUM BEAMS SHALL BE INSPECTED BY ALUMINUM CONTRACTOR TO VERIFY THAT EACH BEAM IS FREE FROM ALUMINUM BURRS AND SHARP EDGES PRIOR TO FABRICATION AND INSTALLATION OF ANY ELECTRICAL WIRING. (LOW OR HIGH VOLTAGE) 6. EQUIPOTENTIAL BONDING - COMMONLY REFERRED TO AS BONDING IS AN ACCEPTABLE MEASURE IN REDUCING THE RISK OF EQUIPMENT DAMAGE AND PERSONAL INJURY. THIS ELECTRICAL BONDING IS AN ACCEPTABLE PRACTICE OF INTENTIONALLY CONNECTING ALL EXPOSED METALLIC ITEMS NOT DESIGNED TO CARRY ELECTRICITY IN A PERGOLA OR STRUCTURE AS A PROTECTION FROM ELECTRICAL SHOCK. 7. ALUMINUM BEAMS TO SERVE AS ELECTRICAL RACE WAY, NO ELECTRICAL CONDUIT REQUIRED. WIRES TO BE RUBBER ENCASED. ELECTRICAL PLAN E?q SCALE: 114"= 1'-0" November 15, 2018 R Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590 0 w N000•• 0000•• 0000•• 0000•• eo•• 0000 0000•• 000 0000 0.0000 0 00:0: 0 10000 • 0 • R Meyer Residence 860 NE 98 Street Miami Shores, FL 33138 September 20, 2018 File:182590